ONESTEEL duragal sections

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D1.2.1.2 Corner Radii The section properties presented in this publication are calculated in accordance with AS 1163. Figure D1.2.1.2 shows the corner radii detail used in determining section properties. However it should be noted that the actual corner geometry may vary from that shown. a) thickness 3.0 mm and less b) thickness greater than 3.0 mm Figure D1.2.1.2: Corner Geometry for Determining Section Properties D1.2.2 Surface Areas Surface area data may be used in estimating quantities of protective coatings. Tables D1.2-1 to D1.2-6 include values of external surface area per metre and external surface area per tonne. D1.2.3 Properties for Assessing Section Capacities These properties are necessary for calculating the section capacities of the structural hollow sections in accordance with AS 4100. The effective section moduli, “compactness” of section, and the form factor are tabulated according to steel grade. DuraGal DESIGN CAPACITY TABLES DCTDHS/06 D1-4 for STRUCTURAL STEEL HOLLOW SECTIONS MARCH 2002
D1.2.3.1 Compactness In Clauses 5.2.3, 5.2.4, and 5.2.5 of AS 4100, sections are described as compact, non-compact or slender. This type of categorisation provides a measure of the relative importance of yielding and local buckling on the effective section modulus. The tables include a column headed “compactness” where the compactness or otherwise of the sections is indicated for a given axis of bending as follows: C compact N non-compact S slender These terms are important with respect to selecting the methods of analysis that may be used to determine the design action effects (see Clause 4.5 of AS 4100) or in using the provisions of Section 8 of AS 4100 for designing members subject to combined actions. Clause 4.5 of AS 4100 does not currently permit plastic analysis when designing with structural hollow sections. Research has shown that most DuraGal hollow sections are suitable for design by plastic analysis and AS 4100 will be revised as soon as possible. In the interim, for details of the research in a case study phone OneSteel Direct on Freecall 1800 1 STEEL (1800 1 78335) or Freefax 1800 101 141. D1.2.3.2 Effective Section Modulus Subsequent to the evaluation of “compactness” the effective section modulus (Z e ) is also tabulated. Z e is determined by the requirements of Clauses 5.2.2 to 5.2.5 inclusive, of AS 4100 and is used in the calculation of the nominal section moment capacity (M s ) as defined in Clause 5.2.1 of AS 4100. Table D1.2.3.2 gives values of plate element slenderness limits for structural hollow sections used in the determination of Z e in Tables D1.2-1 to D1.2-4. It should be noted that the deformation limit (λ ed ) is only exceeded for one of the hollow sections manufactured in accordance with AS 1163 and listed in this manual. Therefore noticeable deformations (local buckling) will not occur under service loadings except for 150x50x2.0 product bent about the weak y-axis (λ ey = 97.9). Section Element Residual Plasticity Yield Deformation Stresses Limit Limit Limit λ ep λ ey λ ed RHS,SHS Compression CF 30 40 90 Flange Web CF 82 115 - Table D1.2.3.2: Plate Element Slenderness Limits for Members Subject to Bending The CF residual stress classification is used as DuraGal is manufactured in Australia by the cold forming process. DCTDHS/06 DuraGal DESIGN CAPACITY TABLES MARCH 2002 for STRUCTURAL STEEL HOLLOW SECTIONS D1-5
Page 1 and 2: DuraGal ® design capacity tables f
Page 3 and 4: CONTENTS Page Foreword ............
Page 5 and 6: PREFACE DuraGal RHS is manufactured
Page 7 and 8: GRADE DuraGal RHS is manufactured b
Page 9 and 10: Length Size Mill Cut Length Toleran
Page 11 and 12: LIMIT STATES TES DESIGN USING THESE
Page 13 and 14: PROPERTIES OF STEEL The properties
Page 15 and 16: M ry M s M sx M sy M z M * M * m M
Page 17 and 18: PART 1 SECTION PROPERTIES 1 PAGE D1
Page 19: D1.2.1.1 Torsion Constants The tors
Page 23 and 24: D1.3 PROPERTIES FOR FIRE DESIGN To
Page 25 and 26: Figure D1.4.2: Telescoping Data DCT
Page 27 and 28: DCTDHS/06 DuraGal DESIGN CAPACITY T
Page 33 and 34: TABLE D1.3-1(A) FIRE ENGINEERING DE
Page 35 and 36: TABLE D1.3-2(A) FIRE ENGINEERING DE
Page 37 and 38: TABLE D1.3-4 FIRE ENGINEERING DESIG
Page 39 and 40: TABLE D1.4-2 DuraGal TELESCOPING IN
Page 41 and 42: PART 2 DETERMINATION OF DESIGN ACTI
Page 43 and 44: Figure D2.2: First-order Analysis a
Page 45 and 46: PART 3 SECTION CAPACITIES 3 PAGE D3
Page 47 and 48: D3.2.3 Design Moment Section Capaci
Page 49 and 50: [ BLANK ] DCTDHS/06 DuraGal DESIGN
Page 51 and 52: TABLE D3.1-2 DESIGN SECTION CAPACIT
Page 53 and 54: PART 4 MEMBERS SUBECT TO BENDING 4
Page 55 and 56: D4.1.3 Segment Length for Full Late
Page 57 and 58: Table D4.1.5(1) Values of (M sx /M
Page 59 and 60: A rectangular hollow section is the
Page 61 and 62: 2. Check the shear capacity of the
Page 63 and 64: End bearing for b d < 1.5d 5 d5 b b
Page 65 and 66: D4.4 BENDING AND BEARING INTERACTIO
Page 67 and 68: D4.5 CALCULATION OF BEAM DEFLECTION
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TABLE D4.3-1(A) DESIGN WEB CAPACITI
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TABLE D4.3-2(A) DESIGN WEB CAPACITI
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TABLE D4.3-4 DESIGN WEB CAPACITIES
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PART 5 MEMBERS SUBECT TO AXIAL COMP
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According to Clause 6.3.3 of AS 410
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In all cases L e / L > 0.5 (i) Chor
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[ BLANK ] DCTDHS/06 DuraGal DESIGN
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DCTDHS/06 DuraGal DESIGN CAPACITY T
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PART 6 MEMBERS SUBJECT TO AXIAL TEN
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D6.3 EXAMPLE 1. A tension member wi
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TABLE D6.1-3 DESIGN CAPACITIES FOR
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PART 7 MEMBERS SUBJECT TO COMBINED
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If an appropriate second order elas
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Determination of δ s Members with
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D7.4 COMBINED BENDING AND AXIAL COM
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(b) Out-of-plane capacity where φM
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D7.4.3.2 Member Capacity 14 . 14 .
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D7.5.2.1 Section Capacity For The v
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D7.6 BIAXIAL BENDING For a member s
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From Figure D7.3(1) the moment ampl
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D7.7 EXAMPLES Example 2.0 Braced Be
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Then φM rx * N = 118 . ⎛ ⎞ φM
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[ BLANK ] DCTDHS/06 DuraGal DESIGN
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PART 8 MAXIMUM DESIGN LOADS FOR BEA
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D8.2.2 Serviceability Limit State D
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D8.5 OTHER LOAD CONDITIONS The valu
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(b) Use of the Tables: Strength Lim
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DuraGal DESIGN CAPACITY TABLES DCTD
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[ BLANK ] Courtesy of Econo Steel r
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ONESTEEL duragal sections

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