Design Capacity Tables for Structural Steel Hollow Sections.pdf

DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL HOLLOW SECTIONS

(i)

(i)

Design Capacity Tables for Structural Steel Hollow Sections

General Information

Contents

Section

Page

Section

Page

Foreword Preface

(iii) (iv)

Part 1 – Introduction Part 2 – Materials

Notation & Abbreviations

(vi)

Part 3 – Section Properties

Standards and Other References

(ix)

Part 4 – Methods of Structural Analysis

1-1 2-1 3-1 4-1 5-1 6-1 7-1 8-1 9-1

Part 5 – Members Subject to Bending Part 6 – Members Subject to Axial Compression Part 7 – Members Subject to Axial Tension Tension Part 8 – Members Subject to Combined Actions Part 9 – Connections

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

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ECE EMBER 2010 DEC

(i)

Notation & Abbreviations

(continued)

V v

nominal shear capacity of a web

V vm

nominal shear capacity of a web in the presence of bending moment

V *

design shear force

W

total uniformly distributed applied load

W *

design action; or design (factored) W

W * EM

equivalent strength Maximum Design Load based on Moment (Table T5.1)

W * ES

equivalent serviceability Maximum Design Load based on Deflection (Table T5.1)

W * EV

equivalent strength Maximum Design Load based on Shear (Table T5.1)

W *L

strength limit state maximum design load

W * L1

W *L based on design moment capacity

W * L2

W *L based on design shear capacity

W *S

serviceability limit state maximum design load

W * S1

W *S based on deflection limit

W * YL

W *S based on first yield load

x

major principal axis coordinate

y

minor principal axis coordinate

Z

elastic section modulus

Ze

effective section modulus

Zex

Ze for bending about major principal x-axis

Zey

Ze for bending about minor principal y-axis

Zn

Z about the n-axis through the corners of an SHS

Zx

Z for bending about major principal x-axis

Zy

Z for bending about minor principal y-axis

a b c

compression member factor

m s T m  s b b m s     c e ep ey n   

moment modification factor for bending slenderness reduction factor coefficient of thermal expansion ratio of smaller to larger bending moments at the ends of a member ratio for compression member stiffness to end restraint stiffness deflection translational displacement of the top relative to the bottom for a storey height moment amplification factor for a braced member moment amplification factor, taken as the greater of b and s moment amplification factor for a sway member compression member factor compression member imperfection factor pi ( 3.14159) slenderness ratio elastic buckling load factor plate element slenderness plate element plasticity slenderness limit plate element yield slenderness limit modified compression member slenderness Poisson’s ratio density of a material capacity factor

compression member section constant

Notes:

compression member slenderness reduction factor

1. The Tables use Le and L in lieu of l e and l respectively (as noted in AS 4100 ) to avoid confusion with the standard typeface used.


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ER 2010 DECEMB

(viii)

Standard and Other References

The Australian Standards referred to in this publication are centrally listed in Section 1.1.2. Other references are listed at the end of the initial text portion in each respective Part of the publication (i.e. prior to the main table listings).


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DECEMBER 2010

(ix)

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DECEMBER 2010

(x)

Part 1 INTRODUCTION

Section

1.1 1.1.1 1.1.2 1.1.3 1.2 1.3 1.4 1.5 1.6

Page

General Steel Structures Standards Reference Standards Table Format and Usage Range of Structural Steel Grades and Sections Units Limit States Design using these Tables Table Contents References

The maximum design loads and design capacities listed in this publication are based on the limit states design method of AS 4100 and the factored limit states design actions 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 4100 Steel structures AS/NZS 1170 Structural design actions

1-2 1-2 1-2 1-2 1-2 1-2 1-3 1-4 1-4


See Section 2.1 for the specific Material Standard (AS/NZS 1163) referred to by the section type and steel grade in these Tables.

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DECEMBER 2010

1-1

Part 1 INTRODUCTION

Limit States Design using these Tables 1.4 AS 4100 sets out the minimum requirements for the design, fabrication and erection of steelwork in accordance with the limit states design method and follows a semi-probabilistic limit state approach presented in a deterministic format. Definition of limit states – When a structure or part of a structure is rendered unfit for use it reaches a ‘limit state’. In this state it ceases to perform the functions or to satisfy the conditions for which it was designed. Relevant lim it states for structural steel include strength, serviceability, stability, fatigue, brittle fracture, fire, and earthquake. Only two limit states are considered in the Tables – the strength limit state and, where applicable, the serviceability limit state. Limit states design requires structural members and connections to be proportioned such that the design action effect (S*) resulting from the design action (W *), is less than or equal to the design capacity (φRu) i.e. S* ≤ φ R u Design action or design load (W *) is the combination of the nominal actions or loads imposed upon the structure (e.g. transverse loads on a beam) multiplied by the appropriate load combination factors as specified in AS/NZS 1170 (Structural design actions). These design actions/loads are identified by an asterisk ( * ) after the appropriate action/load (e.g. W *L is the maximum design transverse load on a beam).

Design action effects (S*) are the actions (e.g. design bending moments, shear forces, axial loads) calculated from the design actions or design loads using an acceptable method of analysis (Section 4 of AS 4100). These effects are identified by an asterisk (* ) after the appropriate action effect (e.g. M* describes the design bending moment). Design capacity (φRu) is the product of the nominal capacity ( Ru) and the appropriate capacity factor ( φ) found in Table 3.4 of AS 4100. Ru is determined from the characteristic values and specified parameters found in Sections 5 to 9 of AS 4100.

For flexure, the appropriate design action effect (S*) is the design bending moment (M*) which is determined by: M*

=

W * L

8

where L = span of the beam. In this case the design capacity (φRu) is equal to the design section moment capacity (φMs ), given by: where

φMs = φ =

φf y Ze

the capacity factor f y = yield stress used in design Ze = effective section modulus To satisfy the strength limit state, the following relationship (equivalent to S* ≤ φRu) is used: M* ≤ φ Ms The maximum design bending moment (M*) is therefore equal to the design section moment capacity (φMs), and the maximum design load is that design load (W *) which corresponds to the maximum M*. (It should be noted that other checks on the beam may be necessary – e.g. shear capacity, bearing capacity, etc). When considering external loads, in the context of this publication, the maximum design load (W *L ) given in the relevant table must be greater than or equal to the imposed design load (W *). Where applicable, the Tables give values of design capacity (φRu) and maximum design load (W *L ) determined in accordance with AS 4100. When using the Tables, the designer must determine the relevant strength limit state design action (W *) and/or corresponding design action effect (S*) to ensure that the strength limit state requirements of AS 4100 are satisfied. Where relevant, other limit states (e.g. serviceability, fatigue, etc) must also be considered by the designer. Some useful information for checking the serviceability limit state is included in the Tables.

For example, consider the strength limit state design of a simply supported beam which has full lateral restraint subject to a total transverse design load (W *) distributed uniformly along the beam.

OneSteel Australian Tube Mills A.B.N. 21 123 666 679. PO Box 246 Sunnybank, Queensland 4109 Australia Telephone +61 7 3909 6600 Facsimile +61 7 3909 6660 E-mail [email protected] Internet www.austubemills.com

Design Capacity Tables for Structural Steel Hollow Sections

DECEMBER 2010

1-3

Part 1 INTRODUCTION 1.5

1.6

Table Contents

[1.1]

For the range of structural steel g rades and sections considered, tables are provided for: (i)

section dimensions and section properties: – Dimensions and Properties + Properties for Design to AS 4100 (PART 3) – Fire Engineering Design (PART 3) – Telescoping Information (PART 3) (ii) design capacity (Ru) for: – Members Subject to Bending (PART 5) – Members Subject to Axial Compression (PART 6) – Members Subject to Axial Tension (PART 7) – Members Subject to Combined Actions (PART 8) (iii) maximum design load (W *) for: – Strength Limit State (W *L) for Beams (PART 5) – Serviceability Limit State (W *S) for Beams (PART 5) Acceptable methods of analysis for determining the design action effects are defined in Section 4 of AS 4100 and material relevant to some of these methods of analysis is briefly presented in Part 4 of this publication.


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[1.2]

[1.3]

References Hasan, S.W. and Hancock, G.J., “Plastic Bending Tests of Cold-Formed Rectangular Hollow Sections”, Steel Construction, Vol. 23, No. 4, Australian Institute of Steel Construction, 1989 (Note: AISC is now ASI – Australian Steel Institute) . Key, P.W., Hasan, S.W. and Hancock, G.J., “Column Behaviour of Cold-Formed Hollow Sections”, Journal of Structural Engineering, American Society of Civil Engineers, Vol. 114, No. 2, 1988. Zhao, X.L. and Hancock, G.J., “Tests to Determine Plate Slenderness Limits for Cold-Formed Rectangular Hollow Sections of Grade C 450”, Steel Construction, Vol. 25, No. 4, Australian Institute of Steel Construction, 1991 (Note: AISC is now ASI – Australian Steel Institute).

See Section 1.1.2 for details on reference Standards.

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DECEMBER 2010

1-4

Part 2 MATERIALS

Section

2.1 2.1.1 2.2 2.3 2.3.1 2.4 2.4.1 2.4.2 2.5 2.6 2.7 2.8

Page

Range of Structural Steel Grades and Sections Specifications Yield Stress and Tensile Strength Properties of Steel Masses Grades Circular Hollow Sections (CHS) Rectangular/Square Hollow Sections (RHS/SHS) and C450PLUS™ Mill Surface Finishes Hollow Sections Not Compliant with AS/ NZS 1163 Availability References


2-2 2-2 2-3 2-3 2-3 2-3 2-3 2-4 2-5 2-5 2-6 2-6


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DECEMBER 2010

2-1

Part 3 SECTION PROPERTIES

Section

3.1 3.2 3.2.1 3.2.1.1 3.2.1.2 3.2.2 3.2.2.1 3.2.2.2 3.2.2.3 3.2.3 3.3 3.4 3.5

General Section Property Tables Dimensions, Ratios and Properties Torsion Constants Corner Radii Properties for Design to AS 4100 Compactness Effective Section Modulus Form Factor Example Properties for Fire Design Telescoping Sections References

Page

Table

3-2 3-2 3-2 3-2 3-3 3-3 3-3 3-3 3-4 3-4 3-5 3-5 3-6

Tables 3.1-1 to 3.1-6 Dimensions and Properties Tables 3.2-1 to 3.2-4 Fire Engineering Design Tables 3.3-1 to 3.3-3 Telescoping Information


3-7 3-18 3-25


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3-1

Part 3 SECTION PROPERTIES 3.5

References

[3.1]

International Standard Organisation, ISO 657 /XIV, “Hot-rolled steel sections – Part XIV: Hot-finished structural hollow sections – Dimensions and sectional properties”, International Standards Organisation, 1977.

[3.2]

Bradford, M.A., Bridge, R.Q. and Trahair, N.S., “Worked Examples for Steel Structures”, third edition, Australian Institute of Steel Construction, 1997 (Note: AISC is now ASI – the Australian Steel Institute).

[3.3]

AISC, “Design Capacity Tables for Structural Steel – Volume 1: Open Sections”, fourth edition, Australian Steel Institute, 2009.

[3.4]

Proe, D.J., Bennetts, I.D., Thomas, I.R. and Szeto, W.T., “Handbook of Fire Protection Materials for Structural Steel”, Australian Institute of Steel Construction, 1990 (Note: AISC is now ASI – the Australian Steel Institute).

[3.5]

Thomas, I.R., Bennetts, I.D. and Proe, D.J., “Design of Steel Structures for Fire Resistance in Accordance with AS 4100”, Steel Construction, Vol. 26, No. 3, Australian Institute of Steel Construction, 1992 (Note: AISC is now ASI – the Australian Steel Institute).

[3.6]

O’Meagher, A.J., Bennetts, I.D., Dayawansa, P.H. and Thomas, I.R., “Design of Single Storey Industrial Buildings for Fire Resistance”, Steel Construction, Vol. 26, No. 2, Australian Institute of Steel Construction, 1992 (Note: AISC is now ASI – the Australian Steel Institute).

[3.7]

Rakic, J., “Structural Steel Fire Guide - Guide to the Use of Fire Protection Materials”, Steel Construction, Vol. 42, No. 1, Australian Steel Institute, 2008.



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DECEMBER 2010

3-6

TABLE 3.2-1

1

CHS

Circular Hollow Sections AS/NZS 1163 Grade C250L0

2

C250L0

3

Finish

FIRE ENGINEERING DESIGN – EXPOSED SURFACE AREA TO MASS RATIO (m2 /tonne) Designation do

t

Mass per m

mm

mm

kg/m

165.1 x 139.7 x 114.3 x 101.6 x 88.9 x

76.1 x

60.3 x

48.3 x 42.4 x 33.7 x 26.9 x

5.4 5.0 5.4 5.0 5.4 4.5 5.0 4.0 5.9 5.0 4.0 5.9 4.5 3.6 5.4 4.5 3.6 4.0 3.2 4.0 3.2 4.0 3.2 4.0 3.2 2.6

CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS

21.3 19.7 17.9 16.6 14.5 12.2 11.9 9.63 12.1 10.3 8.38 10.2 7.95 6.44 7.31 6.19 5.03 4.37 3.56 3.79 3.09 2.93 2.41 2.26 1.87 1.56

1

2

3

4

5

6

24.4 26.3 24.5 26.4 24.8 29.5 26.8 33.2 23.1 27.0 33.3 23.4 30.1 37.1 25.9 30.6 37.6 34.7 42.6 35.2 43.1 36.1 44.0 37.4 45.2 54.2

-

31.8 34.2 33.3 35.9 35.6 42.4 40.0 49.5 36.1 42.2 52.1 38.8 49.9 61.5 47.4 56.0 68.8 70.7 86.8 76.6 93.8 89.8 109 107 129 155

-

-

-

Notes: 1. REFER to the OneSteel Australian Tube Mills PRODUCT AVAILABILITY GUIDE (PAG) for information on the availability of listed sections and associated finishes. The PAG can be found at www.austubemills.com. 2. For Grade C250L0: f y = 250 MPa and f u = 320 MPa; f y = yield stress used in design; f u = tensile strength used in design; as defined in AS 4100 .

3. 1 = Total Perimeter, Profile-protected 2 = Total Perimeter, Box-protected, No Gap 3 = Total Perimeter, Box-protected, 25 mm Gap 4 = Top Flange Excluded, Profile-protected 5 = Top Flange Excluded, Box-protected, No Gap 6 = Top Flange Excluded, Box-protected, 25 mm Gap 4. See Section 3.3 for details on cases of fire exposure considered.

5. This product is also compliant with AS 1074 – Steel tubes and tubulars for ordinary service. Refer to the OSATM Product Manual for details on AS 1074 sections.


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DECEMBER 2010

3-18

TABLE 3.2-4(2)

1

SHS

Square Hollow Sections To AS/NZS 1163

2

C350L0

3

Finish

FIRE ENGINEERING DESIGN – EXPOSED SURFACE AREA TO MASS RATIO (m2 /tonne)

y

slab/wall parallel to x- or y-axis Designation d

b

mm

50

x

Mass per m

mm

mm

kg/m

50

x 6.0 5.0 4.0 3.0 2.5 2.0 1.6 x 4.0 3.0 2.5 2.0 1.6 x 3.0 2.5 2.0 1.6 x 3.0 2.5 2.0 1.6 x 3.0 2.5 2.0 1.6 x 2.0 1.6

SHS 7.32 SHS 6.39 SHS 5.35 SHS 4. 25 SHS 3.60 SHS 2.93 SHS 2.38 SHS 4.09 SHS 3.30 SHS 2.82 SHS 2.31 SHS 1.88 SHS 2.83 SHS 2.42 SHS 1.99 SHS 1.63 SHS 2.36 SHS 2.03 SHS 1.68 SHS 1.38 SHS 1.89 SHS 1.64 SHS 1.36 SHS 1.12 SHS 1.05 SHS 0.873

40

x

40

35

x

35

30

t

x

30

25 x

25

20 x

20

x 1

2

3

4

5

6

23.8 27.9 34.2 44.7 53.1 65.8 81.7 34.9 45.3 53.7 66.4 82.3 45.8 54.2 66.8 82.7 46.5 54.8 67.4 83.3 47.4 55.7 68.3 84.1 69.7 85.4

27.3 31.3 37.4 47.1 55.5 68.2 84.0 39.1 48.4 56.8 69.4 85.2 49.4 57.7 70.3 86.1 50.8 59.0 71.5 87.3 52.9 61.0 73.3 89.0 76.2 91.7

54.7 62.6 74.8 94.2 111 136 168 88.0 109 128 156 192 120 140 171 209 136 157 191 233 159 183 220 267 267 321

21.1 24.0 28.6 35.7 42.0 51.5 63.4 30.0 36.8 43.1 52.5 64.4 37.7 43.9 53.3 65.1 38.8 45.0 54.3 66.1 40.6 46.6 55.8 67.5 58.2 69.8

20.5 23.5 28.1 35.3 41.6 51.1 63.0 29.3 36.3 42.6 52.0 63.9 37.1 43.3 52.7 64.6 38.1 44.3 53.7 65.5 39.7 45.7 55.0 66.7 57.2 68.8

34.2 39.1 46.8 58.9 69.4 85.2 105 53.8 66.6 78.1 95.4 117 72.4 84.5 103 126 80.5 93.5 113 138 92.6 107 128 156 152 183

x

y

Notes: 1. REFER to the OneSteel Australian Tube Mills PRODUCT AVAILABILITY GUIDE (PAG) for information on the availability of listed sections and associated finishes. The PAG can be found at www.austubemills.com. 2. 1 = Total Perimeter, Profile-protected 2 = Total Perimeter, Box-protected, No Gap 3 = Total Perimeter, Box-protected, 25 mm Gap 4 = Top Flange Excluded, Profile-protected 5 = Top Flange Excluded, Box-protected, No Gap 6 = Top Flange Excluded, Box-protected, 25 mm Gap 3. See Section 3.3 for details on cases of fire exposure considered. 4.


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See Tables 3.1-5 and 3.1-6 for Grade allocation of these hollow sections.



DECEMBER 2010

3-24

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DECEMBER 2010

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Part 4 METHODS OF STRUCTURAL ANALYSIS

Section

4.1 4.2 4.2.1 4.2.1.1 4.2.2 4.2.3 4.3 4.4 4.5

Page

Methods of Determining Design Action Effects Moment Amplifiction for First-Order Elastic Analysis Braced Members Calculation of cm Sway Members Elastic Flexural Buckling Loads Examples Miscellaneous References


4-2 4-2 4-2 4-3 4-3 4-4 4-5 4-6 4-6


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DECEMBER 2010

4-1

Part 4 METHODS OF STRUCTURAL ANALYSIS 4.2.3 Elastic Flexural Buckling Loads

Calculation of s

Members with Idealised End Restraints; Clause 4.6.3.2 of AS 4100

Calculate Member Effective Length keL; Figure 4.6.3.2 of AS 4100 or Figure 6.1 of this Publication

Any Member: Appendix F of AS 4100

Nom =

Members in Frames; Clause 4.6.3.3 of AS 4100

Non-Rectangular Frames; Clause 4.4.2.3(b) of AS 4100

“P” Analysis Clause 4.4.2.3(a)(i) of AS 4100

Calculate c from Rational Buckling Analysis

Compute Noms from Clause 4.6.2 of AS 4100

Compute ms from Clause 4.7.2.2 of AS 4100

s =

1   s N*  1   hs V *  

s =

 2 EI

( ke L ) 2 where keL = Le = effective length. ke is given in Figure 6.1 for members with idealised end restraints or Clause 4.6.3 of AS 4100 for other end restraint conditions. For braced or sway members in frames, ke depends on the ratio (  ) of the compression member stiffness to the end restraint stiffness, calculated at each end of the member. Refs. [ 4.1,4.3] provide worked examples for the calculation of effective lengths, elastic flexural buckling loads and moment amplification factors for members in those instances.

Rectangular Frames with Negligible Axial Forces in the Beams; Clause 4.4.2.3(a) of AS 4100

Calculate Member Effective Length keL; Clauses 4.6.3.3, 4.6.3.4 and Figure 4.6.3.3(b) of AS 4100

s =

Elastic flexural buckling loads (Nomx, Nomy) are required for the calculation of b and m. Values of Nom are determined from Clause 4.6.2 of AS 4100 using the expression:

For a specific effective length, reference can be made to the Dimensions and Properties Tables in Part 3 (i.e. Tables 3.1-1 to 3.1-6 as appropriate) to determine I (i.e. Ix or Iy ) and then simply evaluate the above equation for Nom. No tables relating Nom to effective length are provided in this publication.

1  1   1   c 

1  1  1     ms 

Figure 4.2: Flow Chart for the calculation of the moment amplification factor for a sway member, s


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DECEMBER 2010

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Part 4 METHODS OF STRUCTURAL ANALYSIS 4.3

Solution:

Examples

N*

1.

Braced Beam-Column Determine the design action effects for an isolated braced beam-column which is subject to the design actions from a first-order elastic analysis as noted in Figure 4.3. 450 kN B

A

Axial Load

135 kNm B

A

Nombx = =

20 kNm

Nomby =

B

20 kNm

End Moments About x-axis

End Moments About y-axis

450 kN  2 El x 2

=

 2 x 200 x 10 3 x 68.5 x 10 6

(10 000) 2

L ex

(Ix obtained from Table 3.1-4 (1))

1350 kN

 2 El y

=

L 2ey

 2 x 200 x 10 3 x 30.8 x 10 6

(5000 ) 2

(Iy obtained from Table 3.1-4 (1))

= 2430 kN Mmx * = 135 kNm maximum at End B Mmy * = 20 kNm maximum at Ends A and B cmx = 0.60 from Section 4.2.1.1 for mx = 0 cmy = 1.0 from Section 4.2.1.1 for my = -1.0 From Figure 4.1 the moment amplification factor ( b ) is given by:

A

0 kNm

=

b

=

cm

 1  

N* Nomb

  

bx =

Considering flexural buckling about the x-axis:

Figure 4.3: Design action effects on isolated braced beam-column Design Data: Section:

250 x 150 x 12.5 RHS in C450PLUS™ – designed as AS/ NZS 1163 Grade C450L0 Effective Lengths: Axial compression flexural buckling (x-axis), Lex = 10.0 m Axial compression flexural buckling (y-axis), Ley = 5.0 m


 Maximum moment occurs at the ends, i.e. at End A

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0.6

 450  1    1350  = 0.900 (<1) ( bx = 1.0) M *x = 135 kNm


DECEMBER 2010

4-5

Part 4 METHODS OF STRUCTURAL ANALYSIS

Considering flexural buckling about the y-axis:

 Maximum moment occurs between ends, i.e. in span

by =

4.5

1.0

 450 1   2430 = 1.23 M *y = 1.23 x 20 = 24.6 kNm

[4.1]

  

[4.2] [4.3]

It can be seen that there is a 23% increase in the peak moment about the y-axis due to the second-order interaction effects between bending and axial compression.

References Bradford, M.A., Bridge, R.Q. and Trahair, N.S., “Worked Examples for Steel Structures”, third edition, Australian Institute of Steel Construction, 1997 (Note: AISC is now ASI – the Australian Steel Institute). Standards Australia, AS 4100 Supplement 1-1999: “Steel Structures Commentary” (Supplement to AS 4100-1998), Standards Australia, 1999. ASI, “Design Capacity Tables for Structural Steel – Volume 1: Open Sections”, fourth edition, Australian Steel Institute 2009.


2.

Sway Beam-Column Due to space limitations, general examples of sway beam-columns are considered in Refs. [ 4.1,4.3].

4.4

Miscellaneous

Readers should note that previous editions of this publication by the Australian Steel Institute (previously AISC) listed tables of Nom at the end of Part 4. These tables were rarely used and could be readily calculated by manual methods (as noted in the example above). Consequently, the Nom tables have been omitted from this part of the Tables and this also aligns with Ref. [ 4.3] which is a companion publication that considers hot-rolled open sections (UB, UC, etc.)


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DECEMBER 2010

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Part 5 MEMBERS SUBJECT TO BENDING Section

5.1 5.1.1 5.1.1.1 5.1.1.2 5.1.2 5.1.2.1 5.1.2.2 5.1.3 5.1.4 5.1.5 5.1.6 5.2 5.2.1 5.2.2 5.2.2.1 5.2.2.2 5.2.2.3 5.2.2.4 5.2.2.5 5.2.3 5.2.4 5.2.4.1 5.2.4.2 5.2.5 5.2.5.1 5.2.5.2

Page

Maximum Design Loads for Beams with Full Lateral Restraint subject to Uniformly Distributed Loading W *L – Strength Limit State Design Load W * L1 – based on Design Moment Capacity W * L2 – based on Design Shear Capacity W *S – Serviceability Limit State Design Load W S*1 – based on a Deflection Limit of L / 250 W YL * – based on First Yield L oad Full Lateral Restraint Additional Design Checks Other Load Conditions Examples Design Section Moment and Web Capacities General Method Design Section Moment Capacity Segment Length for Full Lateral Restraint (FLR) Design Torsional Moment Section Capacity Design Shear Capacity of a Web Design Web Bearing Capacities Example – Web Bearing Shear and Bending Interaction Method Example Bending and Bearing Interaction Method Example

Section

5.3 5.3.1 5.3.2 5.3.3 5.3.4 5.3.5 5.3.6 5.4 5.5

5-2 5-2 5-2 5-3 5-3 5-3 5-3 5-3 5-3 5-4 5-5 5-6 5-6 5-6 5-6 5-7 5-7 5-8 5-8 5-10 5-11 5-11 5-11 5-12 5-12 5-12


Table

5-13 5-13 5-13 5-13 5-13 5-14 5-14 5-15 5-17 Page

Tables 5.1-1 to 5.1-6 (A) Strength Limit State Maximum Design Loads for Simply Supported Beams (B) Serviceability Limit State Maximum Design Loads for Simply Supported Beams Tables 5.2-1 to 5.2-4 Design Section Moment and Web Capacities for RHS/SHS Tables 5.3-1 to 5.3-2 Design Moment Capacities for RHS Members Without Full Lateral Restraint

5-18 5-19 5-40 5-52


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Design Moment Capacities for Members Without Full Lateral Restraint General Design Member Moment Capacity Beam Effective Length Other Loading and Restraint Conditions Segment Length for Full Lateral Restraint Examples Calculation of Beam Deflections References

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DECEMBER 2010

5-1

Part 5 MEMBERS SUBJECT TO BENDING 5.1.5 Other Load Conditions

Table T5.1: Table of Equivalent Uniform Design Loads

The values given in Tables 5.1-1 to 5.1-6 are for single-span, simply-supported beams subject to uniformly distributed loads (Figure 5.1). However, the information presented in t hese tables may be used for beams with f ull lateral restraint and other loading situations using the equivalent uniform design loads given in Table T 5.1 and the following procedure: (1) (2) (3) (4)

(5) (6) (7)

Calculate the equivalent uniformly distributed maximum design load for moment (W EM *) using Table T5.1. Based on W EM * select a section with an adequate maximum design load ( W L*1) associated with the design moment capacity from Tables 5.1-1 to 5.1-6. Calculate the equivalent uniformly distributed maximum design load for shear (W EV * ) using Table T5.1. Check that the section selected in (2) has an adequate maximum design load (W L*2) associated with the design shear capacity to resist W EV * . If not, select a new section size which can resist W EV *. Check shear and bending interaction in accordance with Section 5.2.4. A check is not necessary if V * < 0.6(V v) or M* < 0.75(Ms). Calculate the equivalent uniformly distributed serviceability maximum design load (W ES *) from Table T5.1. Check that the section selected in (4) has an adequate maximum serviceability design load (W S*1) to resist W ES * . If not, select a new section size which can resist W ES *.

Equivalent Strength Maximum Design Loads Loading

L / 2

2P

P

8 abP L2

2 Pb

8 aP

2P

for a < b

a

b

L

L P

a

L

L P

P

L / 4 P

L / 5

L / 5

L / 4

P L / 5

16P 5

   3 3  a  4  a     L  L   

P

P L / 5

4P

3P

19P 5

24P 5

4P

3024 P 625

L / 4 P L / 5

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  a  3 8P   a  3    4      L  5   L at midspan

P

a

L / 4

8P 5

L / 2 P

The above procedure is shown in Example 2 of Section 5.1.6.

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Shear W E* V

P

Steps (6) and (7) only work if fi rst yield does not control. If it does, the analysis for serviceability is invalid.


Moment W E*M

Equivalent Serviceability Maximum Design Load W E*S

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DECEMBER 2010

5-4

Part 5 MEMBERS SUBJECT TO BENDING (a)

For interior bearing such that bd  1.5 d5 (see Figure 5.2(b)) bb = bs + 5 r ext + d5 bs = actual length of bearing (see Figure 5.2(b)) d5 = flat width of web (see Figure 5.2(a)) r ext = outside corner radius (see Section 3.2.1.2)

p

=

pm = ks

=

kv

=

c

=

r ext ext

b

d

   0.5  0.25  + k s  1 1 + 1 (   2pm ) 1 (   2pm ) 2   k s  k v   k v   1 0.5 +

d5 = d - 2r ext ext

ext (a) Section r ext

k s k v 2 r ext 1

bd

r ext ext

t d 5 t

1

member slenderness reduction factor determined from Clause 5.13.4 of AS 4100 . This is equal to the design axial compression capacity of a member with area t w bb with b = 0.5, kf = 1.0 and slenderness ratio, Le / r = = 3.5d5 / t t .

bs

2.5 1 1

bb = bbf + 2 bbw

bbw

d5 2

bbw

bbf

bbf = bs + 5 r ext ext bbw = d5 2

bb (b) Interior Force r ext ext

bs 2.5 1 1

d5 2

bbf

1

bbw

+ b bb = b bf + bbw bbf = b s + 2.5 r ext ext bbw = d5 2

bb (c) End Force Figure 5.2: Dispersion of force through flange, radius and web of RHS/SHS


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ECE EMBER 2010 DEC

5-9

Part 5 MEMBERS SUBJECT TO BENDING (b)

For end bearing such that bd < 1.5d5 (see Figure 5.2(c))

5.2.3 Example – Web Bearing

bb

=

p

=

c

For an interior bearing location, a 150 x 100 x 4.0 RHS – Grade C450L0 (C450PLUS™) section has a central design concentrated force of 150 kN bearing over the full width of the RHS for a length of 100 mm along the RHS (see Figure 5.3). Check the bearing capacity of the beam which is bending about the x-axis.

=

bs + 2.5 r ext

+

d 5

2

2 2 + k s  k s

member slenderness reduction factor determined from Clause 5.13.4 of AS 4100 . This is equal to the design axial compression capacity of a member with area t w bb with b = 0.5, kf = 1.0 and slenderness ratio, Le / r = t . = 3.8d5 / / t Tables 5.2-1 to 5.2-4 list values Rby and Rbb in terms of Rby / bb and Rbb / bb respectively for RHS/SHS. In both the interior and end bearing cases, the critical web bearing failure mode (i.e. web bearing yield design capacity or web bearing buckling design capacity) is shown in bearing), bbw bold. Additionally, the terms 5 r ext (=2 x 2.5 r ext for interior bearing), 2.5 r ext (for end bearing), b (see Figures 5.2 (b) and (c)) and Le / r are are also listed in these tables. For the same section range, the RHS listings in this table series consider shear and bearing forces for flexure about the x-axis (the (A) series tables) which is then immediately foll owed by the (B) series tables for flexure about the y-axis.

R*

r ext

1

bs

2.5 1 1 bbf

bbw

bbw

bb Figure 5.3: Web bearing design example

Design Data: Design bearing force Design shear force Stiff bearing length From Table 5.2-2(2)(A) From Table 5.2-2(2)(A)

R* V * bs 5 r ext bbw

= = = = =

150 kN 75 kN 100 mm 50.0 mm 65.0 mm

Solution: (1) Check shear capacity V * = 75 kN (assuming R* provides the total shearing action) (Table able 5.2-2(2)(A)) V v = 267 kN (T > V *  O.K.


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ECE EMBER 2010 DEC

5-10

Part 5 MEMBERS SUBJECT TO BENDING (2)

5.2.4 Shear and Bending Interaction 5.2.4.1 Method

Check bearing capacity Bearing length at the edge of the corner radius bbf = bs + 5 r ext = 100 + 50.0 = 150 mm Bearing length at the centre of the web bb = bbf + 2 bbw = 150 + (2 x 65.0) = 280 mm From Table 5.2-2(2)(A): (a) Design web yield capacity

Rby bb

=

The design web shear capacity determined in Section 5.2.2.4 may be significantly reduced when the section is subject to a large design bending moment at the same location. The reduced design shear capacity ( V vm) is determined in accordance with Clause 5.12.3 of AS 4100 as:

V vm = V v or

bb

=

V v

for 0.75 Ms < M*  Ms

(see Sections 5.2.1 and 5.2.2.4) V v = design web shear capacity M* = design bending moment (see Sections 5.2.1 and 5.2.2.1) Ms = design section moment capacity Designers must ensure that V *  V vm. Note: If V *  0.6(V v) or if M*  0.75(Ms) then no check on the interaction of shear and bending is necessary. where

0.828 kN/mm

(b) Design web buckling capacity

Rbb

=

for M*  0.75Ms

    2.2   1 .6 M*     M    s    

0.860 kN/mm

 web yielding will govern (as it is the bold entry in the table). Design web bearing capacity (Rb) Rb = Rby = 0.828 x 280 = 232 kN > R*  the 150 x 100 x 4.0 RHS – Grade C450L0 (C450PLUS™) is satisfactory.


5.2.4.2 Example An example of a check on shear and bending interaction is given in Section 5.3.6.

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ECE EMBER 2010 DEC

5-11

Part 5 MEMBERS SUBJECT TO BENDING 5.2.5 Bending and Bearing Interaction 5.2.5.1 Method

5.2.5.2 Example

The design web bearing capacity determined in Section 5.2.2.5 of the Tables may be significantly reduced when the section is subject to a large bending moment at the same location. The effect of this interaction of bending and bearing force in RHS and SHS is considered in AS 4100.

Assuming a design bending moment of 15.0 kNm is present at the bearing load shown in the example of Section 5.2.3, check the adequacy of the beam under the interaction of bending and bearing.

The bending and bearing interaction is dependent on the ratio of bearing length to the width b) and web slenderness (d1 / t) . Clause 5.13.5 of AS 4100 considers the following of bearing ( bs / interaction to apply to RHS and SHS:

or

    R *   M*  + 1.2      1.5   Rb    M s   *  * R   M  0.8  +   1.0   R b    M s 

for

b s b

 1.0 and

d 1 t

Design Data: Design bearing force Design web bearing capacity Design bending moment Design section moment capacity Stiff bearing length Web slenderness

R* Rb M* Ms bs d1 / t

= = = = = =

150 kN 232 kN 15.0 kNm 37.8 kNm 100 mm 35.5

(Section 5.2.3) (Section 5.2.3) (Table 5.2-2(2)(A)) (Section 5.2.3) (Table 3.1-4(2) or = (d – 2t )/ t)

 30 Solution: b s

otherwise

=

and

where = stiff bearing length (see Figure 5.2) = width of section = clear depth between flanges = thickness of section = maximum design bearing force = capacity factor = 0.9 (Table 3.4 of AS 4100)  (see Section 5.2.2.5) Rb = design web bearing capacity M* = maximum design bending moment (see Sections 5.2.1 and 5.2.2.1) Ms = design section moment capacity Note: These formulae only apply to bearing across the full width of section. bs b d1 t R*


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d1 t

100 100

b

=

 1.0

35.5 > 30

    R*   M *  0.8   1 .0 +  R   M  s  b   150   15.0  Substituting values 0.8   +   = 0.914  232  37.8   1.0  the 150 x 100 x 4.0 RHS – Grade C450L0 (C450PLUS™) is satisfactory.

 the interaction equation is

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DECEMBER 2010

5-12

Part 5 MEMBERS SUBJECT TO BENDING Table T5.2: Beam Deflection Formulae

Simple supported beams (UDL) W

=

L

2W/L

= L W L / 2

5 WL 3 384 EI

= L

2W/L

1 WL 3 60 EI

= L W

1 WL 3 = 48 EI

L / 2

W a

Built in beams W (UDL)

L/ 2

WL 3 3 a  a 3 =   4   48EI  L  L 

L-a

1 WL 3 384 EI

2W/L

1.4 WL 3 384 EI

each force W /( n-1)

=

k

=

L

=

L

a

b L

=

Where:  = maximum deflection W = total load on beam L = span of beam E = Young's modulus of elasticity l = second moment of area of cross-section

1 WL 3 8

EI

1 WL 3 15

W

1 WL 3 = 192 EI

L/ 2

n spaces of L/n

Cantilevers W (UDL)

Wa EI

EI 3

1  3 b  1 +  3  2 a 

WL 3

192 ( n  1) EI

each force W /( n-1)

=

n spaces of L/n



n odd, k =  n 





n even, k =

1   n 

n 3 



k

WL 3

192 ( n  1) EI

 1  1  3  1   2  n 2   

1  4  1 +  2  n 2  



n odd, k = n 

 

n even, k = 3 



1   n 

 1  1  1  1    2  n 2  

  1   1  4  1 +   × n  2 n    2  n 2     n  


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DECEMBER 2010

5-16

Part 5 MEMBERS SUBJECT TO BENDING 5.5 [5.1] [5.2] [5.3]

[5.4]

[5.5]

[5.6]

References Standards Australia, AS 4100 Supplement 1-1999: “Steel Structures Commentary” (Supplement to AS 4100 –1998), Standards Australia, 1999. Trahair, N.S. and Bradford, M.A., “The Behaviour and Design of Steel Structures to AS 4100”, third edition – Australian, E & FN Spon, 1998 . Bridge, R.Q. and Trahair, N.S., “Thin-Walled Beams”, Steel Construction, Vol. 15, No. 1, Australian Institute of Steel Construction, 1981 (Note: AISC is now ASI – the Australian Steel Institute). Trahair, N.S., Hogan, T.J. and Syam, A.A., “Design of Unbraced Beams”, Steel Construction, Vol. 27, No. 1, Australian Institute of Steel Construction, March 1993 (Note: AISC is now ASI – the Australian Steel Institute). Trahair, N.S., “Design of Unbraced Cantilevers”, Steel Construction, Vol. 27, No. 3, Australian Institute of Steel Construction, September 1993 (Note: AISC is now ASI – the Australian Steel Institute). Syam, A.A., “Beam Formulae”, Steel Construction, Vol. 26, No. 1, Australian Institute of Steel Construction, March 1992 (Note: AISC is now ASI – the Australian Steel Institute).



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DECEMBER 2010

5-17

TABLE 5.2-1(A)

1

RHS

Rectangular Hollow Sections AS/NZS 1163 Grade C350L0

2

C350L0

3

Finish

DESIGN SECTION MOMENT AND WEB CAPACITIES about x-axis

b

Design Section Moment Capacities Designation

d

b

t

mm

mm

mm

75 x 25 x

65 x 35 x

50 x 25 x

50 x 20 x

2.5 2.0 1.6 4.0 3.0 2.5 2.0 3.0 2.5 2.0 1.6 3.0 2.5 2.0 1.6

Mass per m

RHS RHS RHS RHS RHS RHS RHS RHS RHS RHS RHS RHS RHS RHS RHS

About x-a xis

Msx

FLR

t

Design Web Capacities

Torsion

Shear

Mz

V v

kg/m

kNm

m

kNm

kN

3.60 2.93 2.38 5.35 4.25 3.60 2.93 3.07 2.62 2.15 1.75 2.83 2.42 1.99 1.63

3.17 2.62 2.15 4.18 3.46 2.98 2.46 1.85 1.61 1.34 1.11 1.62 1.42 1.19 0.989

0.736 0.751 0.764 1.55 1.61 1.64 1.66 1.04 1.06 1.09 1.10 0.657 0.676 0.695 0.710

1.35 1.14 0.954 2.37 1.97 1.72 1.44 0.979 0.869 0.741 0.623 0.733 0.659 0.568 0.482

61.5 49.9 40.4 82.4 64.0 54.2 44.1 47.5 40.5 33.1 27.0 46.9 40.0 32.7 26.6

Interi or Beari ng

Rby

Rbb

bb

bb

kN/mm

kN/mm

mm

mm

0.697 0.519 0.411 0.389 0.326 0.208 2.09 0.704 1.24 0.635 0.850 0.523 0.493 0.413 1.50 0.650 1.11 0.533 0.419 0.713 0.420 0.331 1.50 0.650 0.533 1.11 0.713 0.419 0.420 0.331

25.0 20.0 16.0 50.0 30.0 25.0 20.0 30.0 25.0 20.0 16.0 30.0 25.0 20.0 16.0

32.5 33.5 34.3 22.5 26.5 27.5 28.5 19.0 20.0 21.0 21.8 19.0 20.0 21.0 21.8

5rext

d

x

x

End Bear ing bbw

Le

Rby

Rbb

r

bb

bb

kN/mm

91.0 117 150 39.4 61.8 77.0 99.8 44.3 56.0 73.5 95.4 44.3 56.0 73.5 95.4

2. 5rext

bbw

kN/mm

mm

mm

0.625 0.499 0.399 0.342 0.319 0.181 2.03 0.611 1.16 0.598 0.775 0.499 0.438 0.399 1.45 0.598 1.05 0.499 0.399 0.654 0.374 0.319 1.45 0.598 1.05 0.499 0.654 0.399 0.374 0.319

12.5 10.0 8.00 25.0 15.0 12.5 10.0 15.0 12.5 10.0 8.00 15.0 12.5 10.0 8.00

32.5 33.5 34.3 22.5 26.5 27.5 28.5 19.0 20.0 21.0 21.8 19.0 20.0 21.0 21.8

Le r

98.8 127 163 42.8 67.1 83.6 108 48.1 60.8 79.8 104 48.1 60.8 79.8 104

Notes: 1. REFER to the OneSteel Australian Tube Mills PRODUCT AVAILABILITY GUIDE (PAG) for information on the availability of listed sections and associated finishes. The PAG can be found at www.austubemills.com. 2. FLR based on most conservative case (m = -1). 3. Bold listings in the table note whether design web bearing yielding or buckling is critical for either Interior or End Bearing.

ADDITIONAL NOTES: (A) THE ABOVE IS THE STANDARD GRADE FOR THE LISTED PRODUCTS. SEE THE FOLLOWING TABLE FOR THESE SECTIONS LISTED IN NON-STANDARD C450PLUS™. (B) SEE FOLLOWING TABLE FOR OTHER SIZES IN OSATM’S LARGER RANGE OF C450PLUS™ PRODUCTS. OneSteel Australian Tube Mills A.B.N. 21 123 666 679. P O Box 246 Sunnybank, Queensland 4109 Australia

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DECEMBER 2010

5-40

TABLE 5.2-1(B)

1

RHS


2

C350L0

3

Finish

DESIGN SECTION MOMENT AND WEB CAPACITIES about y-axis

b

t

Design Web Capacities Designation

d

b

t

mm

mm

mm

75 x 25 x 2.5 2.0 1.6 65 x 35 x 4.0 3.0 2.5 2.0 50 x 25 x 3.0 2.5 2.0 1.6 50 x 20 x 3.0 2.5 2.0 1.6

Mass per m


Design Section Moment Capacity

Interior Bearing

Shear

Vv

kg/m

Msy

kN

3.60 2.93 2.38 5.35 4.25 3.60 2.93 3.07 2.62 2.15 1.75 2.83 2.42 1.99 1.63

1.36 1.00 0.699 2.70 2.24 1.93 1.48 1.12 0.982 0.824 0.644 0.827 0.729 0.616 0.484

18.9 15.9 13.2 40.8 32.9 28.4 23.4 21.5 18.9 15.9 13.2 15.9 14.2 12.1 10.2

d

End Bearing

Rby

Rbb

bb

bb

kN/mm

kN/mm

mm

mm

0.587 0.450 0.349 0.866 0.683 0.553 0.431 0.738 0.587 0.450 0.349 0.797 0.623 0.469 0.360

1.49 1.12 0.825 2.49 1.72 1.35 0.973 1.85 1.49 1.12 0.825 1.91 1.55 1.19 0.897

25.0 20.0 16.0 50.0 30.0 25.0 20.0 30.0 25.0 20.0 16.0 30.0 25.0 20.0 16.0

7.50 8.50 9.30 7.50 11.5 12.5 13.5 6.50 7.50 8.50 9.30 4.00 5.00 6.00 6.80

5r ext

y

bbw

Le

Rby

Rbb

r

bb

bb

kN/mm

kN/mm

mm

mm

0.499 0.399 0.319 0.611 0.598 0.499 0.399 0.598 0.499 0.399 0.319 0.598 0.499 0.399 0.319

1.47 1.10 0.801 2.48 1.69 1.32 0.935 1.83 1.47 1.10 0.801 1.90 1.54 1.17 0.881

12.5 10.0 8.00 25.0 15.0 12.5 10.0 15.0 12.5 10.0 8.00 15.0 12.5 10.0 8.00

7.50 8.50 9.30 7.50 11.5 12.5 13.5 6.50 7.50 8.50 9.30 4.00 5.00 6.00 6.80

21.0 29.8 40.7 13.1 26.8 35.0 47.3 15.2 21.0 29.8 40.7 9.33 14.0 21.0 29.8

2. 5rext

bbw

Le

y

r

22.8 32.3 44.2 14.3 29.1 38.0 51.3 16.5 22.8 32.3 44.2 10.1 15.2 22.8 32.3

Notes: 1. REFER to the OneSteel Australian Tube Mills PRODUCT AVAILABILITY GUIDE (PAG) for information on the availability of listed sections and associated finishes. The PAG can be found at www.austubemills.com. 2. Bold listings in the table note whether design web bearing yielding or buckling is critical for either Interior or End Bearing.


Telephone


+61 7 3909 6600 Facsimile +61 7 3909 6660


E-mail


DECEMBER 2010

5-41

Blank Page


Telephone

+61 7 3909 6600 Facsimile +61 7 3909 6660


E-mail



DECEMBER 2010

5-56

Part 6 MEMBERS SUBJECT TO AXIAL COMPRESSION

Section

6.1 6.2 6.3 6.4 6.5 6.6

General Design Section Capacity in Axial Compression Design Member Capacity in Axial Compression Effective Length Example References

Page

Table

Page

6-2 6-2 6-2 6-3 6-4 6-4

Tables 6-1 to 6-6 Design Member Capacities in Axial Compression

6-6



Telephone


+61 7 3909 6600 Facsimile +61 7 3909 6660


E-mail


DECEMBER 2010

6-1

Blank Page


Telephone


+61 7 3909 6600 Facsimile +61 7 3909 6660


E-mail


DECEMBER 2010

6-5

650 600

250

AS / NZS 1163 - C250L0

AS / NZS 1163 - C250L0

200

165.1 x 5.0 CHS

165.1 x 5.4 CHS

139.7 x 5.0 CHS 139.7 x 5.4 CHS

400

100

) N k ( N

) N k (

c

88.9 x 5.9 CHS

114.3 x 5.4 CHS

N



n o i s s e r p m o C l a i x A n i y t i c a p a C r e b m e M n g i s e D

c

80

60.3 x 4.5 CHS

60




114.3 x 4.5 CHS

200

101.6 x 5.0 CHS 101.6 x 4.0 CHS 88.9 x 5.0 CHS 88.9 x 4.0 CHS

100

76.1 x 5.9 CHS

80

76.1 x 4.5 CHS 76.1 x 3.6 CHS

60

60.3 x 5.4 CHS

40

60.3 x 3.6 CHS

20 48.3 x 4.0 CHS 48.3 x 3.2 CHS 33.7 x 3.2 CHS

10

42.4 x 4.0 CHS 42.4 x 3.2 CHS

8 6 26.9 x 3.2 CHS

33.7 x 4.0 CHS

4

26.9 x 4.0 CHS

2 40

26.9 x 2.6 CHS Axial compression buckling about any axis

Axial compression buckling about any axis

30

1 0

1

2

3

4

5

0

1

Effective Length Le (m) about any axis


2

3

4

5


Telephone


+61 7 3909 6600 Facsimile +61 7 3909 6660


E-mail


DECEMBER 2010

6-7

TABLE 6-2(1)

1

CHS


2

C350L0

3

Finish

DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION buckling about any axis Designation do

t

mm

mm

508 .0

x 12.7 9.5 6.4 457.0 x 12.7 9.5 6.4 406 .4 x 12.7 9.5 6.4 355 .6 x 12.7 9.5 6.4 323.9 x 12.7 9.5 6.4 273.1 x 12.7 9.3 6.4 4.8 219.1 x 8.2 6.4 4.8 168.3 x 7.1 6.4 4.8

CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS

do

Mass per m

Ns (kN)

Design Member Capacities in Axial Compression, Nc (kN) Effective Length (L e) in metres

kg/m

L e = 0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

12.0

14.0

16.0

155 117 79.2 139 105 71.1 123 93.0 63.1 107 81.1 55.1 97.5 73.7 50.1 81.6 60.5 42.1 31.8 42.6 33.6 25.4 28.2 25.6 19.4

6220 4690 2720 5580 4210 2580 4950 3730 2430 4310 3250 2210 3910 2960 2010 3270 2430 1690 1270 1710 1350 1020 1130 1030 777

6220 4690 2720 5580 4210 2580 4950 3730 2430 4310 3250 2210 3910 2960 2010 3270 2430 1690 1270 1700 1340 1010 1120 1010 767

6220 4690 2720 5570 4200 2580 4920 3710 2420 4270 3220 2190 3860 2920 1980 3200 2380 1650 1250 1650 1300 982 1060 960 728

6150 4630 2700 5490 4140 2550 4840 3650 2380 4180 3160 2150 3760 2850 1940 3090 2300 1600 1210 1570 1230 934 964 874 664

6070 4570 2670 5400 4070 2510 4740 3580 2340 4070 3070 2090 3640 2750 1880 2950 2190 1530 1150 1450 1140 865 822 746 570

5960 4490 2630 5290 3990 2460 4610 3480 2280 3920 2970 2020 3480 2640 1800 2750 2050 1430 1080 1290 1020 773 649 591 453

5840 4400 2580 5150 3890 2410 4460 3370 2210 3750 2840 1930 3280 2490 1700 2510 1870 1310 994 1090 865 659 495 451 347

5700 4300 2530 4990 3770 2340 4280 3230 2130 3530 2680 1830 3040 2310 1580 2210 1660 1170 885 893 711 543 380 346 267

5530 4170 2470 4810 3630 2270 4060 3070 2030 3270 2490 1700 2750 2100 1440 1900 1430 1010 767 724 578 442 297 271 209

5340 4030 2400 4590 3470 2180 3810 2890 1910 2980 2270 1550 2440 1870 1280 1610 1220 859 654 591 472 362 238 217 168

5120 3870 2320 4340 3280 2080 3520 2670 1780 2670 2030 1400 2140 1640 1130 1360 1030 728 555 489 391 299 195 178 137

4600 3480 2140 3750 2850 1840 2900 2210 1490 2080 1590 1090 1610 1240 856 985 748 530 404 347 278 213 137 125 96.6

3990 3020 1910 3130 2380 1570 2320 1770 1210 1610 1230 852 1230 946 655 740 562 399 304 259 207 158 102 92.8 71.6

3370 2560 1660 2570 1960 1310 1860 1420 973 1270 973 672 961 740 512 574 436 310 236 200 160 122 78.4 71.6 55.2


Telephone

+61 7 3909 6600 Facsimile +61 7 3909 6660


E-mail

t

Notes: 1. REFER to the OneSteel Australian Tube Mills PRODUCT AVAILABILITY GUIDE (PAG) for information on the availability of listed sections and associated finishes. The PAG can be found at www.austubemills.com. 2. Ns = Nc for Le = 0.0.



DECEMBER 2010

6-8

6500

4000

AS / NZS 1163 - C350L0

6000

406.4 x 12.7 CHS

AS / NZS 1163 - C350L0

273.1 x 9.3 CHS

508.0 x 12.7 CHS

2000 323.9 x 12.7 CHS ) N k ( N

4000

457.0 x 12.7 CHS 355.6 x 12.7 CHS

c

N

406.4 x 9.5 CHS




) N k (

508.0 x 9.5 CHS




457.0 x 9.5 CHS

508.0 x 6.4 CHS

2000

457.0 x 6.4 CHS 355.6 x 9.5 CHS 406.4 x 6.4 CHS

355.6 x 6.4 CHS

323.9 x 9.5 CHS

c

273.1 x 12.7 CHS

1000

323.9 x 6.4 CHS

800 600

273.1 x 6.4 CHS

400

219.1 x 8.2 CHS

273.1 x 4.8 CHS

168.3 x 6.4 CHS

219.1 x 6.4 CHS 219.1 x 4.8 CHS

200 168.3 x 7.1 CHS

1000

168.3 x 4.8 CHS

100 80

800



60 50 0

5

10

15

0



5

10

Effective Length

Telephone


+61 7 3909 6600 Facsimile +61 7 3909 6660


E-mail

Le

15

(m) about any axis


DECEMBER 2010

6-9

TABLE 6-2(2)

1

CHS


2

C350L0

3

Finish

DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION buckling about any axis do

Designation do

t

mm

mm

165.1 x 139.7 x 114.3 x 101.6 x 88.9

x

76.1

x

60.3

x

48.3

x

42.4

x

33.7

x

26.9

x

3.5 3.0 3.5 3.0 3.6 3.2 3.2 2.6 3.2 2.6 3.2 2.3 2.9 2.3 2.9 2.3 2.6 2.0 2.6 2.0 2.3 2.0

CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS CHS

Mass per m

Ns (kN)

kg/m

Le = 0.00

0. 25

0. 50

0.75

1.00

1. 25

1.50

1.75

2.00

2. 50

3.00

3. 50

4.00

5.00

13.9 12.0 11.8 10.1 9.83 8.77 7.77 6.35 6.76 5.53 5.75 4.19 4.11 3.29 3.25 2.61 2.55 1.99 1.99 1.56 1.40 1.23

560 481 472 406 394 352 312 255 271 222 231 168 165 132 130 105 102 80.0 80.0 62.7 56.0 49.3

560 481 472 406 394 352 312 255 271 222 231 168 164 132 129 104 101 79.0 78.0 61.3 53.6 47.3

560 481 472 406 393 351 310 253 269 220 227 165 160 128 124 99.6 95.6 74.8 71.3 56.1 46.0 40.7

558 480 468 403 388 346 305 249 263 215 221 161 153 123 115 92.9 86.8 68.1 59.5 47.2 33.0 29.4

553 475 462 398 381 340 298 244 256 210 213 155 143 115 103 83.1 73.6 58.1 43.8 35.2 21.2 19.0

547 470 456 392 373 333 290 238 247 202 202 147 131 105 86.0 70.0 57.8 46.0 30.9 24.9 14.2 12.7

540 465 448 386 364 325 281 230 236 193 188 138 114 92.5 68.5 56.1 43.9 35.1 22.3 18.0 10.0 9.01

533 458 439 378 352 315 269 221 222 182 172 126 96.6 78.4 53.8 44.1 33.6 26.9 16.7 13.5 7.45 6.70

524 451 429 369 339 303 256 210 206 169 153 113 80.0 65.1 42.6 35.0 26.3 21.1 12.9 10.5 5.75 5.17

503 433 403 348 306 273 222 182 168 138 115 85.0 54.9 44.8 28.2 23.2 17.2 13.8 8.39 6.81 3.73 3.35

477 410 371 320 264 237 183 150 131 108 85.1 63.2 39.3 32.1 19.9 16.4 12.1 9.74 5.89 4.78 2.61 2.35

445 383 332 287 220 197 146 121 101 83.9 64.5 47.9 29.3 23.9 14.8 12.2 9.00 7.22 4.36 3.53 1.93 1.73

407 351 289 250 181 162 117 96.8 79.8 66.1 50.2 37.4 22.7 18.5 11.4 9.38 6.93 5.56 3.35 2.72 1.48 1.33

322 278 211 182 123 110 78.2 64.7 52.5 43.5 32.8 24.4 14.7 12.0 7.38 6.07 4.48 3.60 2.16 1.76 0.956 0.860

Design Member Capacities in Axial Compression, Effective Length (Le) in metres


Telephone

Nc (kN)

+61 7 3909 6600 Facsimile +61 7 3909 6660


E-mail

t




DECEMBER 2010

6-10

600

250

AS / NZS 1163 - C350L0

AS / NZS 1163 - C350L0

200

165.1 x 3.5 CHS

400

100 165.1 x 3.0 CHS

) N k ( N

80

139.7 x 3.5 CHS

) N k (

139.7 x 3.0 CHS

N

c




200




114.3 x 3.6 CHS 114.3 x 3.2 CHS

101.6 x 3.2 CHS

101.6 x 2.6 CHS

100 88.9 x 3.2 CHS

80 88.9 x 2.6 CHS

60

76.1 x 3.2 CHS

c

76.1 x 2.3 CHS

40

60.3 x 2.9 CHS 60.3 x 2.3 CHS

20

48.3 x 2.9 CHS 48.3 x 2.3 CHS

10

42.4 x 2.6 CHS

8

42.4 x 2.0 CHS

6 4 26.9 x 2.0 CHS

33.7 x 2.6 CHS 33.7 x 2.0 CHS

2

60

26.9 x 2.3 CHS Axial compression buckling about any axis


1 40

.8 0

1

2

3

4

5

0

1



2

3

4

5


Telephone


+61 7 3909 6600 Facsimile +61 7 3909 6660


E-mail


DECEMBER 2010

6-11

TABLE 6-3(A)

1

RHS


2

C350L0

3

Finish

DESIGN MEMBER CAPACITIES IN AXIAL COMPRESSION

b

buckling about x-axis Designation d

b

t

Mass per m

Ns (kN)

mm

mm

mm

kg/m

L e = 0.00

0. 25

0.50

0.75

1.00

1. 25

1. 50

1.75

2.00

2.50

3.00

3. 50

4.00

5.00

3.60 2.93 2.38 5.35 4.25 3.60 2.93 3.07 2.62 2.15 1.75 2.83 2.42 1.99 1.63

145 113 77.6 215 170 145 118 123 105 86.2 70.3 114 97.3 79.9 65.3

145 113 77.6 215 170 145 118 122 105 85.7 69.9 113 96.6 79.4 64.9

142 112 76.7 209 166 141 115 118 101 82.6 67.4 108 92.7 76.3 62.4

138 108 74.9 201 161 137 111 110 94.6 77.8 63.6 101 86.7 71.5 58.6

132 104 72.6 191 153 130 106 99.6 85.9 70.9 58.2 90.0 77.9 64.6 53.2

125 99.1 69.6 177 143 122 99.6 85.4 74.1 61.6 50.8 75.8 66.2 55.3 45.8

116 92.5 65.9 159 130 111 91.0 69.4 60.7 50.9 42.2 60.6 53.4 45.0 37.5

105 84.3 61.4 138 114 97.9 80.6 55.2 48.5 40.8 34.0 47.7 42.2 35.7 29.9

92.2 74.9 56.0 117 97.5 84.1 69.6 44.0 38.8 32.7 27.3 37.8 33.6 28.5 23.9

68.2 56.2 44.0 82.0 69.4 60.2 50.0 29.3 25.9 21.9 18.3 25.0 22.3 19.0 15.9

50.2 41.6 33.5 59.1 50.3 43.7 36.3 20.7 18.3 15.5 13.0 17.7 15.7 13.4 11.3

37.9 31.5 25.6 44.3 37.7 32.8 27.3 15.4 13.6 11.5 9.63 13.1 11.7 9.96 8.37

29.5 24.5 20.1 34.3 29.3 25.4 21.2 11.9 10.5 8.89 7.44 10.1 9.02 7.68 6.46

19.2 16.0 13.2 22.3 19.0 16.5 13.8 7.68 6.79 5.76 4.82 6.56 5.84 4.97 4.18

75

x

25

x

65

x

35

x

50

x

25

x

50

x

20

x

2.5 2.0 1.6 4.0 3.0 2.5 2.0 3.0 2.5 2.0 1.6 3.0 2.5 2.0 1.6


Design Member Capacities in Axial Compression, Effective Length (L e) in metres

Nc (kN)

t

d

x

x



Telephone

+61 7 3909 6600 Facsimile +61 7 3909 6660


E-mail



DECEMBER 2010

6-12

250

150

AS / NZS 1163 - C350L0

AS / NZS 1163 - C350L0

200 100 65 x 35 x 3.0 RHS ) N k ( N

c

80

75 x 25 x 2.5 RHS ) N k (

100

N




50 x 20 x 2.5 RHS

60

50 x 20 x 2.0 RHS

c




80 65 x 35 x 2.5 RHS

60

65 x 35 x 2.0 RHS

65 x 35 x 4.0 RHS

40

75 x 25 x 2.0 RHS 75 x 25 x 1.6 RHS

20

40

50 x 20 x 3.0 RHS

20

50 x 25 x 3.0 RHS 50 x 25 x 2.5 RHS 50 x 25 x 2.0 RHS

10

50 x 25 x 1.6 RHS 50 x 20 x 1.6 RHS

8

6 Axial compression buckling about x-axis

Axial compression buckling about x-axis

10

4 0

1

2 Effective Length

3 Le

4

5

0

1

(m) about x-axis


2

3

4

5

Effective Length Le (m) about x-axis

Telephone


+61 7 3909 6600 Facsimile +61 7 3909 6660


E-mail


DECEMBER 2010

6-13

TABLE 6-3(B)

1

RHS


2

C350L0

3

Finish

DESIGN MEMBER CAPACITIES CAPACITIES IN AXIAL COMPRESSION

b

buckling about y-axis Designation d

b

t

Mass per m

Ns (kN)

mm

mm

mm

kg/m

L e = 0.00

0. 25

0.50

0.75

1.00

1. 25

1. 50

1.75

2.00

2. 5 0

3 .0 0

3. 50

4.0 0

5 .0 0

3.6 0 2.9 3 2. 3 8 5.3 5 4. 2 5 3.6 0 2. 9 3 3.07 2.6 2 2.15 1.75 2.8 3 2.42 1.9 9 1.6 3

14 5 113 77.6 215 170 14 5 118 123 10 5 8 6.2 7 0. 3 114 97.3 7 9. 9 6 5.3

140 110 76.0 211 16 8 14 3 116 119 10 2 8 3.6 6 8.3 107 9 2. 2 76.0 6 2. 2

126 10 0 70. 3 19 9 159 135 110 105 9 0.8 75.0 61.5 87.0 75.8 6 3.3 5 2. 3

10 2 82.4 6 0.6 178 144 123 101 81.6 71.3 5 9.7 4 9. 5 55.7 4 9.8 4 2. 5 35.8

71.6 59.6 4 6.8 14 8 12 2 105 8 6. 2 5 5.4 4 9.1 41.7 3 4. 9 34.1 3 0. 8 26.5 2 2. 5

49.4 41.6 33.8 113 9 5.1 82.4 6 8.5 37.7 3 3.5 28.6 24.1 2 2. 5 20.3 17.6 14.9

35.4 2 9. 9 24.7 8 4. 9 72.0 62.7 52.4 26.8 23.9 2 0. 5 17. 2 15.9 14.3 12.4 10.6

26.4 2 2.4 18.5 6 4. 6 5 5.1 4 8.1 4 0. 3 2 0. 0 17.8 15.3 12.9 11.8 10.6 9. 2 1 7.84

20.4 17.3 14.4 5 0.4 4 3.1 37.7 31.6 15.5 13.8 11.8 9.9 6 9.07 8. 20 7.11 6.0 5

13.3 11.2 9.37 3 3.0 28.2 24.7 2 0.7 10.0 8.95 7.6 6 6.4 6 5.87 5.31 4. 6 0 3.92

9. 2 9 7.8 8 6.58 23. 2 19.9 17.4 14.6 7.02 6 . 27 5 . 37 4.5 3 4.10 3.71 3.2 2 2.74

6.87 5. 8 3 4. 8 7 17. 2 14.7 12.9 10.8 5.19 4.6 4 3.97 3. 3 5 3.0 3 2.74 2. 3 8 2. 0 3

5. 2 9 4.4 9 3.75 13. 2 11.3 9.9 3 8.33 4.0 0 3.57 3.0 6 2. 5 8 2.3 3 2.11 1.8 3 1.5 6

3.41 2. 9 0 2.42 8.55 7.33 6.42 5.39 2. 5 8 2. 3 0 1.97 1.6 6 1.5 0 1.3 6 1.18 1.0 0

75

x

25

x

65

x

35

x

50

x

25

x

50

x

20

x

2.5 2.0 1.6 4.0 3.0 2.5 2.0 3.0 2.5 2.0 1.6 3.0 2.5 2.0 1.6


Design Member Capacities in Axial Compression, Effective Length (L e) in metres

Nc (kN)

t

y

d

y

Notes: 1. REFER to the OneSteel Australian Tube Mills QUICK REFERENCE PRODUCT AVAILABILITY GUIDE (QRPAG) for information on the availability of listed sections and associated finishes. The QRPAG is found at the beginning of this publication.

2. Ns = Nc for Le = 0.0.

ADDITIONAL NOTES: (A) THE ABOVE IS THE STANDARD GRADE FOR THE LISTED PRODUCTS. SEE THE FOLLOWING TABLE FOR THESE SECTIONS LISTED IN NON-STAN NON-STANDARD DARD C450PLUS™. (B) SEE FOLLOWING TABLE FOR OTHER SIZES IN OSATM’S LARGER RANGE OF C450PLUS™ PRODUCTS. OneSteel Australian Tube Mills A.B.N. 21 123 666 679. P O Box 246 Sunnybank, Queensland 4109 Australia

Telephone

+61 7 3909 6600 Facsimile +61 7 3909 6660


E-mail



ECE EMBER 2010 DEC

6-14

250

150

AS / NZS 1163 - C350L0

AS / NZS 1163 - C350L0

200 100 80 60

100 ) N k ( N

c




80

) N k (

60

N

c

40




40 65 x 35 x 2.5 RHS

20 65 x 35 x 4.0 RHS 65 x 35 x 3.0 RHS 65 x 35 x 2.0 RHS

10 8

75 x 25 x 2.5 RHS

6

75 x 25 x 2.0 RHS

20

50 x 25 x 2.5 RHS

10 8

50 x 20 x 3.0 RHS

6

50 x 20 x 2.0 RHS

4

50 x 25 x 3.0 RHS 50 x 25 x 2.0 RHS 50 x 25 x 1.6 RHS 50 x 20 x 2.5 RHS

75 x 25 x 1.6 RHS

4

2

50 x 20 x 1.6 RHS Axial compression buckling about y-axis

Axial compression buckling about y-axis

2

1 0

1

2

3

4

5

0

1

Effec Ef fectiv tive e Len Length gth Le (m) ab about out y-a y-axis xis


2

3

4

5

Effec Ef fectiv tive e Len Length gth Le (m) ab about out y-a y-axis xis

Telephone


+61 7 3909 6600 Facsimile +61 7 3909 6660


E-mail


ECE EMBER 2010 DEC

6-15

8500 8000

6000

AS / NZS 1163 - C450L0

AS / NZS 1163 - C450L0

400 x 200 x 16.0 RHS

4000 6000 250 x 150 x 12.5 RHS ) N k ( N

c

N

400 x 300 x 10.0 RHS




) N k (

400 x 300 x 16.0 RHS 400 x 200 x 12.5 RHS

4000




400 x 300 x 12.5 RHS

350 x 250 x 10.0 RHS

350 x 250 x 16.0 RHS 400 x 200 x 10.0 RHS 400 x 300 x 8.0 RHS 350 x 250 x 12.5 RHS 350 x 250 x 8.0 RHS

2000 400 x 200 x 8.0 RHS

Legend 400x300 400x200 350x250

250 x 150 x 16.0 RHS

c

300 x 200 x 16.0 RHS

2000 300 x 200 x 12.5 RHS 250 x 150 x 9.0 RHS 300 x 200 x 10.0 RHS 300 x 200 x 8.0 RHS

1000 300 x 200 x 6.0 RHS 250 x 150 x 10.0 RHS

800

250 x 150 x 8.0 RHS

600 250 x 150 x 6.0 RHS 250 x 150 x 5.0 RHS

400



1000 900

200 0

5

10

15

0

10

15




5

Telephone


+61 7 3909 6600 Facsimile +61 7 3909 6660


E-mail


DECEMBER 2010

6-17

8500 8000

6000

AS / NZS 1163 - C450L0

AS / NZS 1163 - C450L0

4000

6000 350 x 250 x 12.5 RHS

250 x 150 x 16.0 RHS

350 x 250 x 16.0 RHS ) N k ( N

) N k (

4000

c

400 x 300 x 16.0 RHS

350 x 250 x 10.0 RHS

N




c

250 x 150 x 9.0 RHS

2000




400 x 300 x 12.5 RHS

350 x 250 x 8.0 RHS

400 x 300 x 10.0 RHS

2000 400 x 300 x 8.0 RHS 400 x 200 x 16.0 RHS 400 x 200 x 12.5 RHS Legend 400x300 400x200 350x250

1000

400 x 200 x 10.0 RHS 400 x 200 x 8.0 RHS

800

300 x 200 x 16.0 RHS 300 x 200 x 12.5 RHS

1000

300 x 200 x 10.0 RHS

800

300 x 200 x 8.0 RHS

600 300 x 200 x 6.0 RHS 250 x 150 x 12.5 RHS

400

250 x 150 x 10.0 RHS 250 x 150 x 8.0 RHS 250 x 150 x 6.0 RHS 250 x 150 x 5.0 RHS

200 600 Axial compression buckling about y-axis


100 90

400 0

5

10

15

0

Effective Length Le (m) about y-axis


5

10

15


Telephone


+61 7 3909 6600 Facsimile +61 7 3909 6660


E-mail


DECEMBER 2010

6-19

2500

900 800

AS / NZS 1163 - C450L0

AS / NZS 1163 - C450L0 125 x 75 x 6.0 RHS

2000 600

125 x 75 x 4.0 RHS 127 x 51 x 5.0 RHS

150 x 100 x 9.0 RHS ) N k ( N

200 x 100 x 9.0 RHS


150 x 100 x 8.0 RHS

800

N

102 x 76 x 6.0 RHS 125 x 75 x 2.5 RHS

c

150 x 50 x 5.0 RHS



150 x 100 x 5.0 RHS


150 x 100 x 10.0 RHS

600

200 x 100 x 10.0 RHS 150 x 100 x 4.0 RHS

200 x 100 x 8.0 RHS

400


Legend 200x100 152x76 150x100

200

102 x 76 x 5.0 RHS

) N k (

1000

c



125 x 75 x 5.0 RHS

400


200


100

102 x 76 x 3.5 RHS

80


60

150 x 50 x 2.5 RHS Legend 150x50 127x51 125x75 102x76

40

150 x 50 x 2.0 RHS 125 x 75 x 2.0 RHS

20

100 Axial compression buckling about x-axis

80


60

10 0

5

10

0



5

10


Telephone


+61 7 3909 6600 Facsimile +61 7 3909 6660


E-mail


DECEMBER 2010

6-21

2500

900 800

AS / NZS 1163 - C450L0

AS / NZS 1163 - C450L0 127 x 51 x 6.0 RHS

2000

127 x 51 x 5.0 RHS

600 150 x 100 x 9.0 RHS

) N k ( N

c




1000

150 x 100 x 6.0 RHS

800

125 x 75 x 2.5 RHS

) N k (

150 x 100 x 5.0 RHS

N

200 x 100 x 9.0 RHS


150 x 100 x 10.0 RHS 150 x 100 x 8.0 RHS

400 200 x 100 x 10.0 RHS 200 x 100 x 8.0 RHS 200 x 100 x 6.0 RHS

200

200 x 100 x 5.0 RHS 200 x 100 x 4.0 RHS Legend 200x100 152x76 150x100

150 x 100 x 4.0 RHS 152 x 76 x 6.0 RHS

80

c



600

100

127 x 51 x 3.5 RHS

400

102 x 76 x 3.5 RHS

200

125 x 75 x 2.0 RHS


100 125 x 75 x 3.0 RHS

80 150 x 50 x 5.0 RHS

60

150 x 50 x 3.0 RHS

40 Legend 150x50 127x51 125x75 102x76

125 x 75 x 6.0 RHS 125 x 75 x 4.0 RHS

150 x 50 x 6.0 RHS 150 x 50 x 4.0 RHS

20

152 x 76 x 5.0 RHS

150 x 50 x 2.5 RHS

60

150 x 50 x 2.0 RHS

10


40


8

30

6 0

1

2

3

4

5

6

7

8

9

10

0

1

2



3

4

5

6

7

8

9

10


Telephone


+61 7 3909 6600 Facsimile +61 7 3909 6660


E-mail


DECEMBER 2010

6-23

650 600

300

AS / NZS 1163 - C450L0

AS / NZS 1163 - C450L0

200 65 x 35 x 3.0 RHS

400

) N k ( N

75 x 50 x 3.0 RHS

c

75 x 50 x 2.5 RHS




) N k (

100 x 50 x 3.5 RHS

N

75 x 50 x 6.0 RHS 75 x 50 x 5.0 RHS

200

75 x 50 x 4.0 RHS 76 x 38 x 4.0 RHS



75 x 50 x 2.0 RHS

100 x 50 x 2.5 RHS

100

100 x 50 x 2.0 RHS

80

100 x 50 x 1.6 RHS Legend 100x50 76x38 75x50

60

76 x 38 x 3.0 RHS 76 x 38 x 2.5 RHS

40

50 x 20 x 2.5 RHS

c



100 x 50 x 6.0 RHS

50 x 20 x 3.0 RHS

100

50 x 20 x 2.0 RHS

80

65 x 35 x 2.5 RHS 65 x 35 x 2.0 RHS

60

65 x 35 x 4.0 RHS

40

75 x 25 x 2.5 RHS 50 x 25 x 2.5 RHS

75 x 25 x 1.6 RHS

20 Legend 75x25 50x25 65x35 50x20

50 x 25 x 3.0 RHS 50 x 25 x 2.0 RHS

10

50 x 25 x 1.6 RHS

75 x 50 x 1.6 RHS

50 x 20 x 1.6 RHS

8 6


20

75 x 25 x 2.0 RHS


4 0

1

2

3

4

5

0

1


2

3

4

5


Refer previous table for notes on steel grade. OneSteel Australian Tube Mills A.B.N. 21 123 666 679. P O Box 246 Sunnybank, Queensland 4109 Australia

Telephone


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E-mail


DECEMBER 2010

6-25

650 600

300

AS / NZS 1163 - C450L0

AS / NZS 1163 - C450L0

200 400 75 x 50 x 6.0 RHS

50 x 25 x 3.0 RHS

75 x 50 x 5.0 RHS

50 x 20 x 3.0 RHS

100

75 x 50 x 4.0 RHS ) N k ( N

c

75 x 50 x 3.0 RHS

200

75 x 50 x 2.5 RHS

80

c

60

N




) N k (

75 x 50 x 2.0 RHS


100 x 50 x 5.0 RHS

75 x 50 x 1.6 RHS

80

100 x 50 x 6.0 RHS

60


40 Legend 100x50 76x38 75x50


20

50 x 25 x 2.0 RHS



100 x 50 x 3.5 RHS

100

50 x 25 x 2.5 RHS

40 65 x 35 x 3.0 RHS 65 x 35 x 2.0 RHS

20 65 x 35 x 4.0 RHS 75 x 25 x 2.0 RHS

10 8

Legend 75x25 65x35 50x25 50x20

6


4

76 x 38 x 3.0 RHS

50 x 25 x 1.6 RHS

76 x 38 x 2.5 RHS

50 x 20 x 2.5 RHS

2

50 x 20 x 1.6 RHS


10

65 x 35 x 2.5 RHS


8

1 0

1

2

3

4

5

0

1


2

3

4

5



Telephone


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E-mail


DECEMBER 2010

6-27

300

150

AS / NZS 1163 - C350L0

AS / NZS 1163 - C350L0

100 200

80 60

) N k ( N

) N k (

100

c




80

N


60

40 50 x 50 x 6.0 SHS 40 x 40 x 4.0 SHS 50 x 50 x 4.0 SHS 50 x 50 x 3.0 SHS 50 x 50 x 2.5 SHS

20

50 x 50 x 2.0 SHS 50 x 50 x 1.6 SHS 40 x 40 x 3.0 SHS

10

30 x 30 x 2.5 SHS

c



50 x 50 x 5.0 SHS

40 x 40 x 2.5 SHS

40

20 35 x 35 x 2.5 SHS 35 x 35 x 1.6 SHS

10 8

30 x 30 x 1.6 SHS

6

25 x 25 x 2.5 SHS 25 x 25 x 1.6 SHS

4

35 x 35 x 3.0 SHS 35 x 35 x 2.0 SHS 30 x 30 x 3.0 SHS 30 x 30 x 2.0 SHS

Legend 35x35 30x30 25x25 20x20

2

25 x 25 x 3.0 SHS 20 x 20 x 1.6 SHS

25 x 25 x 2.0 SHS

40 x 40 x 2.0 SHS

8

1

40 x 40 x 1.6 SHS

20 x 20 x 2.0 SHS

.8 6

Axial compression buckling about x- or y-axis


.6

4

.4 0

1

2 Effective Length

3 Le

4

5

0

(m) about x- and y-axis


1

2

3

4

5

Effective Length Le (m) about x- and y-axis

Telephone


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DECEMBER 2010

6-29

10000

4500

AS / NZS 1163 - C450L0

8000

350 x 350 x 16.0 SHS

AS / NZS 1163 - C450L0

4000

400 x 400 x 16.0 SHS

300 x 300 x 16.0 SHS 350 x 350 x 12.5 SHS

6000 ) N k ( N

400 x 400 x 12.5 SHS ) N k (

300 x 300 x 12.5 SHS

c




N

400 x 400 x 10.0 SHS

4000

250 x 250 x 12.5 SHS

2000

200 x 200 x 9.0 SHS

c

200 x 200 x 16.0 SHS




350 x 350 x 10.0 SHS


2000 250 x 250 x 10.0 SHS 250 x 250 x 9.0 SHS 250 x 250 x 8.0 SHS

250 x 250 x 6.0 SHS

150 x 150 x 9.0 SHS

200 x 200 x 12.5 SHS 200 x 200 x 10.0 SHS

1000

200 x 200 x 8.0 SHS

800

200 x 200 x 6.0 SHS

600 200 x 200 x 5.0 SHS

150 x 150 x 10.0 SHS

400


200

1000

800



600

100 0

5

10

0



5

10


Telephone


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E-mail


DECEMBER 2010

6-31

2000

800

AS / NZS 1163 - C450L0

AS / NZS 1163 - C450L0

600 100 x 100 x 9.0 SHS

1000

400

125 x 125 x 9.0 SHS

65 x 65 x 6.0 SHS 65 x 65 x 4.0 SHS

800 ) N k ( N

c

) N k (

100 x 100 x 5.0 SHS

600

100 x 100 x 10.0 SHS


N

125 x 125 x 10.0 SHS




125 x 125 x 8.0 SHS

400


200 90 x 90 x 2.5 SHS

100 x 100 x 6.0 SHS 100 x 100 x 4.0 SHS

100

100 x 100 x 3.0 SHS

Legend 125x125 90x90 100x100

80

100 x 100 x 2.5 SHS 100 x 100 x 2.0 SHS

60

c



75 x 75 x 3.5 SHS 65 x 65 x 3.0 SHS

89 x 89 x 5.0 SHS

200 75 x 75 x 5.0 SHS 75 x 75 x 6.0 SHS 75 x 75 x 4.0 SHS

100

89 x 89 x 6.0 SHS

65 x 65 x 5.0 SHS

80

89 x 89 x 3.5 SHS

60

75 x 75 x 3.0 SHS 89 x 89 x 2.0 SHS

40 Legend 75x75 89x89 65x65


20

90 x 90 x 2.0 SHS

65 x 65 x 2.0 SHS

40

65 x 65 x 1.6 SHS Axial compression buckling about x- or y-axis


10 8 7

20 0

1

2

3

4

5

6

7

8

0



1

2

3

4

Effective Length

Telephone


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E-mail

Le

5

6

7

8



DECEMBER 2010

6-33

400

200

AS / NZS 1163 - C450L0

AS / NZS 1163 - C450L0

100 80

200

60 ) N k ( N

) N k (

c




N

100

c

30 x 30 x 3.0 SHS

40



80


50 x 50 x 5.0 SHS

60

40 40 x 40 x 4.0 SHS

50 x 50 x 6.0 SHS 50 x 50 x 4.0 SHS

40 x 40 x 2.5 SHS

50 x 50 x 3.0 SHS 50 x 50 x 2.5 SHS

20


10

20 35 x 35 x 2.5 SHS 35 x 35 x 1.6 SHS

10

30 x 30 x 2.0 SHS

8 6

25 x 25 x 2.5 SHS 25 x 25 x 1.6 SHS

4 Legend 35x35 25x25 30x30 20x20

2

35 x 35 x 3.0 SHS 35 x 35 x 2.0 SHS 30 x 30 x 2.5 SHS 30 x 30 x 1.6 SHS 25 x 25 x 3.0 SHS

20 x 20 x 1.6 SHS

25 x 25 x 2.0 SHS

40 x 40 x 2.0 SHS

8

1

40 x 40 x 1.6 SHS

20 x 20 x 2.0 SHS

.8 6



.6

4

.4 0

1

2 Effective Length

3 Le

4

5

0


1

2

3

4

5



Telephone


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E-mail


DECEMBER 2010

6-35

Blank Page


Telephone

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DECEMBER 2010

6-36

Part 7 MEMBERS SUBJECT TO AXIAL TENSION

Section

7.1 7.2 7.3 7.4

General Design Section Capacity in Axial Tension Example References

Page

Table

Page

7-2 7-2 7-2 7-2

Tables 7-1 to 7-6 Design Section Capacities in Axial Tension

7-3



Telephone


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DECEMBER 2010

7-1

TABLE 7-1

1

CHS


2

C250L0

3

Finish

DESIGN SECTION CAPACITIES IN AXIAL TENSION Designation do

t

mm

mm

165.1

x

139.7

x

114.3

x

101.6

x

88.9

x

76.1

x

60.3

x

48.3

x

42.4

x

33.7

x

26.9

x

5.4 5.0 5.4 5.0 5.4 4.5 5.0 4.0 5.9 5.0 4.0 5.9 4.5 3.6 5.4 4.5 3.6 4.0 3.2 4.0 3.2 4.0 3.2 4.0 3.2 2.6

Axi al Tension, Nt

Mass per m


Nt (1)

kg/m

kN

21.3 19.7 17.9 16.6 14.5 12.2 11.9 9.63 12.1 10.3 8.38 10.2 7.95 6.44 7.31 6.19 5.03 4.37 3.56 3.79 3.09 2.93 2.41 2.26 1.87 1.56

610 566 513 476 416 349 341 276 346 297 240 293 228 184 210 177 144 125 102 109 88.7 84.0 69.0 64.7 53.6 44.7

Nt (2)

do

Gross Section Area Ag

kN

mm2

663 616 5 58 518 452 380 371 300 377 323 261 319 248 201 228 193 157 136 111 118 96.5 91.4 75.1 70.4 58.3 48.6

2710 2510 2280 2120 1850 1550 1520 1230 1540 1320 1070 1300 1010 820 931 789 641 557 453 483 394 373 307 288 238 198

t

Notes: 1. REFER to the OneSteel Australian Tube Mills PRODUCT AVAILABILITY GUIDE (PAG) for information on the availability of listed sections and associated finishes. The PAG can be found at www.austubemills.com. 2. The lesser (governing) value of Nt(1) and Nt(2) is highlighted in bold type. These terms are defined in Section 7.2.

3. This product is also compliant with AS 1074 – Steel tubes and tubulars for ordinary service. Refer to the OSATM Product Manual for details on AS 1074 sections.


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DECEMBER 2010

7-3

TABLE 7-2

1

CHS


2

C350L0

3

Finish

DESIGN SECTION CAPACITIES IN AXIAL TENSION Designation do

t

mm

mm

508 .0

457.0

406 .4

355 .6

323.9

273.1

219.1

168.3

x 12.7 9.5 6.4 x 12.7 9.5 6.4 x 12.7 9.5 6.4 x 12.7 9.5 6.4 x 12.7 9.5 6.4 x 12.7 9.3 6.4 4.8 x 8.2 6.4 4.8 x 7.1 6.4 4.8

kg/m


155 117 79.2 139 105 71.1 123 93.0 63.1 107 81.1 55.1 97.5 73.7 50.1 81.6 60.5 42.1 31.8 42.6 33.6 25.4 28.2 25.6 19.4

Nt (1)

Nt (2)


do

t

kN

kN

mm2

mm

mm

6500 4890 3320 5830 4390 2980 5170 3900 2650 4500 3 400 2310 4080 3090 2100 3420 2540 1760 1330 1790 1410 1060 1180 1070 811

19800 14900 10100 17700 13400 9060 15700 11800 8040 13700 10300 7020 12400 9380 6380 10400 7710 5360 4050 5430 4280 3230 3600 3260 2470

165.1

x

139.7

x

114.3

x

101.6

x

88.9

x

76.1

x

60.3

x

48.3

x

42.4

x

33.7

x

26.9

x

Axi al Tension, Nt

Mass per m

6220 4690 3180 5580 4210 2850 4950 3730 2530 4310 3250 2210 3910 2960 2010 3270 2430 1690 1270 1710 1350 1020 1130 1030 777

Designation

3.5 3.0 3.5 3.0 3.6 3.2 3.2 2.6 3.2 2.6 3.2 2.3 2.9 2.3 2.9 2.3 2.6 2.0 2.6 2.0 2.3 2.0


Axia l Tension, Nt

Mass per m


Telephone

Nt (1)

kg/m

kN

13.9 12.0 11.8 10.1 9.83 8.77 7.77 6.35 6.76 5.53 5.75 4.19 4.11 3.29 3.25 2.61 2.55 1.99 1.99 1.56 1.40 1.23

560 481 472 406 394 352 312 255 271 222 231 168 165 132 130 105 102 80.0 80.0 62.7 56.0 49.3

N t ( 2 )

kN

mm2

585 503 493 424 412 367 325 266 283 232 241 175 172 138 136 109 107 83.5 83.6 65.5 58.5 51.5

1780 1530 1500 1290 1250 1120 989 809 862 705 733 533 523 419 414 332 325 254 254 199 178 156

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do


E-mail

t




DECEMBER 2010

7-4

TABLE 7-3

1

RHS


2

C350L0

3

Finish

DESIGN SECTION CAPACITIES IN AXIAL TENSION Designation d

b

t

mm

mm

mm

75 x 25 x

65 x 35 x

50 x 25 x

50 x 20 x

2.5 2.0 1.6 4.0 3.0 2.5 2.0 3.0 2.5 2.0 1.6 3.0 2.5 2.0 1.6


Nt (2)


kN

mm2

151 123 99.7 224 178 151 123 129 110 90.0 73.4 119 102 83.5 68.1

459 374 303 681 541 459 374 391 334 274 223 361 309 254 207


Mass per m

Nt (1)

kg/m

kN

3.60 2.93 2.38 5.35 4.25 3.60 2.93 3.07 2.62 2.15 1.75 2.83 2.42 1.99 1.63

145 118 95.5 215 170 145 118 123 105 86.2 70.3 114 97.3 79.9 65.3

b

t

d

Notes: 1. REFER to the OneSteel Australian Tube Mills PRODUCT AVAILABILITY GUIDE (PAG) for information on the availability of listed sections and associated finishes. The PAG can be found at www.austubemills.com.. 2. The lesser (governing) value of Nt(1) and Nt(2) is highlighted in bold type. These terms are defined in Section 7.2.


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DECEMBER 2010

7-5

TABLE 7-5

1

SHS

Square Hollow Sections AS/NZS 1163 Grade C350L0

2

C350L0

3

Finish


b

t

mm

mm

mm

50 x 50 x

40 x 40 x

35 x 35 x

30 x 30 x

25 x 25 x

20 x 20 x

6.0 5.0 4.0 3.0 2.5 2.0 1.6 4.0 3.0 2.5 2.0 1.6 3.0 2.5 2.0 1.6 3.0 2.5 2.0 1.6 3.0 2.5 2.0 1.6 2.0 1.6

Nt (1)

kg/m

SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS

7.32 6.39 5.35 4.25 3.60 2.93 2.38 4.09 3.30 2.82 2.31 1.88 2.83 2.42 1.99 1.63 2.36 2.03 1.68 1.38 1.89 1.64 1.36 1.12 1.05 0.873

Nt (2)


kN

mm2

307 268 224 178 151 123 99.7 171 138 118 96.6 78.7 119 102 83.5 68.1 99.0 85.2 70.3 57.6 79.2 68.7 57.1 47.1 44.0 36.6

932 814 681 541 459 374 303 521 421 359 294 239 361 309 254 207 301 259 214 175 241 209 174 143 134 111


Mass per m

kN

294 256 215 170 145 118 95.5 164 133 113 92.5 75.3 114 97.3 79.9 65.3 94.8 81.6 67.3 55.2 75.9 65.8 54.7 45.1 42.1 35.0

b

t

d



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DECEMBER 2010

7-8

TABLE 7-6(2)

1

SHS

Square Hollow Sections C450PLUS™ – designed as AS/NZS 1163 Grade C450L0

2

C450PLUS™

3

Finish


b

t

mm

mm

mm

50 x 50 x

6.0 5.0 4.0 3.0 2.5 2.0 1.6 4.0 3.0 2.5 2.0 1.6 3.0 2.5 2.0 1.6 3.0 2.5 2.0 1.6 3.0 2.5 2.0 1.6 2.0 1.6

Mass per m

SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS SHS


Nt (1)

Nt (2)

b


kg/m

kN

kN

mm2

7.32 6.39 5.35 4.25 3.60 2.93 2.38 4.09 3.30 2.82 2.31 1.88 2.83 2.42 1.99 1.63 2.36 2.03 1.68 1.38 1.89 1.64 1.36 1.12 1.05 0.873

378 330 276 219 186 151 123 211 170 145 119 96.9 146 125 103 83.9 122 105 86.5 70.9 97.5 84.6 70.3 58.0 54.1 45.0

357 311 261 207 176 143 116 199 161 137 112 91.5 138 118 97.0 79. 2 115 99.0 81.7 67.0 92.1 79.9 66.4 54 .8 51.1 42.5

932 814 681 541 459 374 303 521 421 359 294 239 361 309 254 207 301 259 214 175 241 209 174 143 134 111

t

E D A R G D R A D N A T S N O N

40 x 40 x

35 x 35 x

30 x 30 x

25 x 25 x

20 x 20 x

d

Notes: 1. REFER to the OneSteel Australian Tube Mills PRODUCT AVAILABILITY GUIDE (PAG) for information on the availability of listed sections and associated finishes. The PAG can be found at www.austubemills.com. 2. OneSteel Australian Tube Mills C450PLUS™ products satisfy both the strength and elongation requirements of AS/ NZS 1163 Grades C350L0 (with the higher elongation requirements) and C450L0 (with the higher strength requirements of f y = 450 MPa and f u = 500 MPa). See Section 2.4.2 for a detailed definition of C450PLUS™.

3. The lesser (governing) value of Nt(1) and Nt(2) is highlighted in bold type. These terms are defined in Section 7.2.

4. NOTE: Grey shaded listings are to C450L0 which is a non-standard grade - availability is subject to minimum order criteria. The standard grade for the shaded listings is AS/NZS 1163-C350L0. Please refer to earlier tables for design values associated with this as a standard grade. See the OSATM PAG for further information on grades and availability.


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DECEMBER 2010

7-10

Part 8 MEMBERS SUBJECT TO COMBINED ACTIONS

Section

8.1 8.2 8.3 8.3.1 8.3.1.1 8.3.1.2 8.3.1.3 8.3.2 8.3.2.1 8.3.2.2 8.3.2.3 8.3.3 8.3.3.1 8.3.3.2 8.3.3.3 8.4 8.4.1 8.4.1.1 8.4.1.2 8.4.1.3 8.4.2

General Design for Combined Actions Combined Bending and Axial Compression Compression and Uniaxial Bending – about the major principal x-axis Section Capacity Member Capacity Tables Compression and Uniaxial Bending – about the minor principal y-axis Section Capacity Member Capacity Tables Compression and Biaxial Bending Section Capacity Member Capacity Tables Combined Bending and Axial Tension Tension and Uniaxial Bending – about the major principal x-axis Section Capacity Member Capacity Tables Tension and Uniaxial Bending – about the minor principal y-axis

Page

Section

8-2 8-2 8-2 8-2 8-2 8-3 8-3 8-3 8-4 8-4 8-4 8-4 8-4 8-4 8-5 8-5 8-5 8-5 8-5 8-5 8-5

8.4.2.1 8.4.2.2 8.4.3 8.4.3.1 8.4.3.2 8.4.3.3 8.5 8.5.1 8.5.2 8.5.3 8.6 8.7

Page

8-6 8-6 8-6 8-6 8-6 8-6 8-6 8-6 8-7 8-7 8-7 8-8

Section Capacity Tables Tension and Biaxial Bending Section Capacity Member Capacity Tables Biaxial Bending in the absence of Axial Force Section Capacity Member Capacity Tables Example References

Table

Page

Tables 8-1 to 8-6 Design Section Capacities 8-9 Tables 8-1 to 8-6 provide the information required to design members for combined actions. All relevant design section capacities in bending, compression, tension and shear are given as well as reduced design s ection moment capacities. These tables also provide reference to the appropriate tables in Sections 5, 6 and 7 to determine design member capacities in bending, axial compression and axial tension.



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DECEMBER 2010

8-1

Part 8 MEMBERS SUBJECT TO COMBINED ACTIONS 8.7

Calculate the in-plane and out-of-plane capacities

(a)

Mix

=

= =

(b)

Mox

=

=



Mcx

and Miy

= = = =

= =

Thus

  N*  Msx 1    Ncx   450   282 x 1  1100 

[8.1]

References Bradford, M.A., Bridge, R.Q. and Trahair rahair,, N.S., “Worked Examples for Steel Structures”, third edition, Australian Institute of Steel Construction, 1997 (Note: AISC is now ASI – Australian Australi an Steel Institute) Institute)..


167 kNm

  N*  Mbx 1   N cy   450   282 x 1  1800  212 kNm min. [ Mix; Mox ]

167 kNm

  N*   Msy 1  N  cy    450   198 x 1  1800  149 kNm

 1.4  M *x  +   Mcx   

  M*y  M iy 

1.4  1.4  1.4  =  135  +  24.6        167   149  

= 0.823 ( < 1.0  O.K.) Further consideration of the use of design capacity tables for members subject to combined actions can be found in Ref.[ 8.1].


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ECE EMBER 2010 DEC

8-8

TABLE 8-1

1

CHS


2

C250L0

3

Finish

DESIGN SECTION CAPACITIES about any axis Designation do

t

mm

mm

165.1 x 139.7 x 114 11 4.3 x 101.6 x 88.9

76.1

60.3

x

x

x

48.3

x

42.4

x

33.7

x

26.9

x

5.4 5.0 5.4 5.0 5.4 4.5 5.0 4.0 5.9 5.0 4.0 5.9 4.5 3.6 5.4 4.5 3.6 4.0 3.2 4.0 3.2 4.0 3.2 4.0 3.2 2.6

Mass per m


Design Section Axi al Capaci ties Co m p Tens Ns N t

do Design Section Moment Capacities

Design Shear Capacity

Torsion

M s

V v

M Z

kg/m

kN

kN

k Nm

kN

kN m

21.3 19.7 17.9 16.6 14.5 12. 2 11.9 9.6 3 12.1 10.3 8.3 8 10.2 7.9 5 6.4 4 7.31 6.19 5.03 4 . 37 3. 5 6 3.79 3. 0 9 2. 9 3 2.41 2. 2 6 1.87 1.56

610 566 513 476 416 3 49 3 41 276 3 46 2 97 24 0 2 93 2 28 18 4 210 177 144 125 10 2 10 9 8 8.7 8 4.0 6 9.0 6 4.7 5 3. 6 4 4.7

610 566 513 476 416 349 3 41 276 346 2 97 240 2 93 228 18 4 210 177 14 4 125 102 10 9 8 8.7 8 4. 0 6 9. 0 6 4.7 5 3.6 4 4.7

31.0 28.8 21.9 2 0.4 14.4 12. 2 10.5 8.5 8 9.16 7.9 3 6.49 6.5 6 5.2 0 4.2 6 3.67 3.16 2.61 1.7 7 1.47 1.3 3 1.11 0.79 9 0.672 0.477 0.4 07 0.3 47

219 2 04 18 5 171 15 0 126 123 9 9.3 125 107 8 6.4 10 5 8 2.0 6 6.4 75.4 6 3.9 51.9 4 5.1 36.7 39.1 31.9 3 0. 2 24.8 23.3 19.3 16.1

28.3 26.4 19.9 18.6 13.0 11.1 9.4 3 7.77 8.0 9 7.07 5.85 5.73 4.6 2 3.8 3 3.17 2.77 2. 3 2 1.5 4 1.3 0 1.15 0. 9 7 0 0.671 0. 5 7 8 0.3 9 0 0. 3 4 2 0. 2 97


t

Notes: 1. REFER to the OneSteel Australian Tube Mills PRODUCT AVAILABILITY GUIDE (PAG) for information on the availability of listed sections and associated finishes. The PAG can be found at www.austubemills.com. 2. Mr = design section moment capacity reduced by compression or tension, and must be less than or equal to Ms.

3. For all CHS, Mr = Ms (1 - N*/ Ns)  M s. 4. For all CHS, the design member moment capacity (Mb) = Ms.

5. For the design member capacity in compression Nc, see Table 6-1. product is also compliant with AS 1074 – Steel 6. This product tubes and tubulars for ordinary service. Refer to the OSATM Product Manual for details on AS 1074 sections.

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ECE EMBER 2010 DEC

8-9

TABLE 8-2(1)

1

CHS


2

C350L0

3

Finish


t

mm

mm

508 .0 x 12.7 9.5 6.4 457.0 x 12.7 9.5 6.4 406 .4 x 12.7 9.5 6.4 355.6 x 12.7 9.5 6.4 323.9 x 12.7 9.5 6.4 273.1 x 12.7 9.3 6.4 4.8 219.1 x 8.2 6.4 4.8 168.3 x 7. 7.1 1 6.4 4.8

Mass per m


Design Section Axi al Capaci ties Co m p Tens Ns N t



Torsion

M s

V v

M Z

kg/m

kN

kN

k Nm

kN

kN m

15 5 117 7 9. 2 13 9 10 5 71.1 123 93.0 6 3.1 107 81.1 5 5.1 97.5 73.7 5 0.1 81.6 6 0. 5 42.1 31.8 42.6 3 3. 6 25.4 28. 2 25.6 19.4

6 22 0 4690 2720 5 58 0 4210 25 8 0 4 9 50 3 73 0 24 3 0 4 310 3250 2210 3910 2960 2010 3 27 0 24 3 0 16 9 0 1270 1710 13 50 102 0 113 0 10 3 0 777

62 20 4690 318 0 5 58 0 4210 285 0 49 50 37 3 0 25 3 0 4 310 325 0 2210 3 910 2960 2010 3 27 0 243 0 16 9 0 1270 1710 13 5 0 102 0 113 0 103 0 777

9 62 683 40 8 78 9 56 5 3 43 62 0 4 56 28 2 471 3 56 2 24 38 8 296 18 9 271 20 4 139 9 8.3 115 91.2 6 6.3 5 8. 2 5 2.9 4 0.4

224 0 16 9 0 1140 2010 1510 10 3 0 178 0 13 40 912 15 50 1170 79 6 1410 10 6 0 724 118 0 874 608 4 59 616 4 85 36 6 4 08 369 28 0

9 02 688 472 724 55 3 38 0 5 67 434 299 428 32 9 2 28 351 271 188 24 4 186 132 101 10 4 8 3.5 6 4.0 52.6 48.0 37.0


t



5. For the design member capacity in compression Nc, see Table 6-2(1).

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ECE EMBER 2010 DEC

8-10

TABLE 8-2(2)

1

CHS


2

C350L0

3

Finish


t

mm

mm

165.1 x 139.7 x 114.3 x 101.6 x 88.9

x

76.1

x

60.3

x

48.3

x

42.4

x

33.7

x

26.9

x

3.5 3.0 3.5 3.0 3.6 3.2 3.2 2.6 3.2 2.6 3.2 2.3 2.9 2.3 2.9 2.3 2.6 2.0 2.6 2.0 2.3 2.0

Mass per m


Design Section Axi al Capaci ties Comp Tens Ns N t



Torsion

M s

V v

M Z

kg/m

kN

kN

kNm

kN

kNm

13.9 12.0 11.8 10.1 9.83 8.77 7.77 6.35 6.76 5.53 5.75 4.19 4.11 3.29 3.25 2.61 2.55 1.99 1.99 1.56 1.40 1.23

560 481 472 406 394 352 312 255 271 222 231 168 165 132 130 105 102 80.0 80.0 62.7 56.0 49.3

560 481 472 406 394 352 312 255 271 222 231 168 165 132 130 105 102 80.0 80.0 62.7 56.0 49.3

27.3 22.6 20.1 16.8 13.9 12.4 9.76 7.90 7.41 6.10 5.36 3.95 3.01 2.44 1.89 1.53 1.30 1.03 0.794 0.634 0.440 0.391

201 173 170 146 142 127 112 91.7 97.7 79.9 83.1 60.5 59.3 47.5 46.9 37.7 36.9 28.8 28.8 22.6 20.2 17.7

26.6 23.0 18.8 16.3 12.7 11.4 8.92 7.38 6.74 5.59 4.85 3.61 2.71 2.21 1.67 1.38 1.15 0.926 0.694 0.563 0.381 0.343


t



5. For the design member capacity in compression Nc, see Table 6-2(2).

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DECEMBER 2010

8-11

Blank Page


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DECEMBER 2010

8-20

Part 9 CONNECTIONS

Section

9.1 9.2 9.3 9.4

Page

Bolts Welds Connection Design References


9-2 9-2 9-2 9-2


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DECEMBER 2010

9-1

Part 9 CONNECTIONS 9.1

Bolts

See Ref. [9.1] for information on AS 4100 requirements, bolt types and bolting categories, design capacities of commonly used bolts, minimum edge distances and geometric/design details for bolts. The ASI has published a suite of Guides which relate to bolts, bolt groups and bolted structural connections. These Guides are also considered in Ref. [9 .1].

9.2

Welds

See Ref. [9.1] for information on AS 4100 requirements, weld quality, design of butt welds, design of fillet welds. The ASI has published a suite of Guides which relate to welds, weld groups and welded structural connections. These guides are also considered in Ref. [ 9.1].

9.3

Connection Design

See Ref. [9.2] for information and connection design models for Australian Standards and practice. Ref. [9.2] also notes further quality publications for hollow section connection design. Ref. [9.1] also provides information on general structural connections and should be consulted for such information. Additional Guides on (open section) struct ural steel connections are noted in Ref. [9.1].

9.4 [9.1] [9.2]

References ASI, “Design Capacity Tables for Structural Steel – Volume 1: Open Sections”, fourth edition, Australian Steel Institute, 2009. Syam, A.A. & Chapman, B.G., “Design of Structural Steel Hollow Section Connections – Volume 1: Design Models”, Australian Institute of Steel Construction, 1996.



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DECEMBER 2010

9-2

(i)

Design Capacity Tables for Structural Steel Hollow Sections.pdf

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