ONESTEEL duragal sections

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PART 2 DETERMINATION OF DESIGN ACTION EFFECTS D2.1 METHODS OF ANALYSIS The methods of structural analysis that are recognised in AS 4100 and most likely to be used for structural hollow sections are: a) First-order elastic analysis b) First-order elastic analysis with moment amplification (Clause 4.4.2 of AS 4100) c) Second-order elastic analysis in accordance with Appendix E of AS 4100 Plastic analysis is currently not permitted by AS 4100 for structural steel hollow sections, although research [1] has already been performed to establish the suitability of square and rectangular hollow sections. D2.2 SECOND-ORDER EFFECTS When combined bending and axial compression forces are present in members, SECOND-ORDER EFFECTS must be considered. Second-order bending moments are often classified as P∆ which arise from the relative end displacements (∆), or as Pδ which arise from the member deflecting (δ) from a straight line joining the member’s ends (Figure D2.2). In braced frames the relative member end displacements (δ) are small, and consideration is only given to the Pδ effects. In sway frames the P∆ effects are often more significant than the Pd effects. D2.3 USE OF TABLES The tabulated values in PARTS 4, 5 and 6 may be used for design in those cases where second-order effects: • can be neglected • are accounted for using moment amplification factors in conjunction with a first-order elastic analysis • are accounted for in a second-order elastic analysis ______________________ [1] Centre for Advanced Structural Engineering, School of Civil and Mining Engineering, The University of Sydney, “Plastic Design of Cold-Formed RHS”, CIDECT Project 2S-5-98, Final Report. DuraGal DESIGN CAPACITY TABLES DCTDHS/06 D2-2 for STRUCTURAL STEEL HOLLOW SECTIONS MARCH 2002
Figure D2.2: First-order Analysis and Second-order Behaviour D2.4 USE OF ANALYSIS METHODS D2.4.1 First-order Elastic Analysis This method can be used to analyse members which do not have second-order effects. They are members with: • bending moments only • axial tension force only • combined bending moments and tension force DCTDHS/06 DuraGal DESIGN CAPACITY TABLES MARCH 2002 for STRUCTURAL STEEL HOLLOW SECTIONS D2-3
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 and 20: D1.2.1.1 Torsion Constants The tors
Page 21 and 22: D1.2.3.1 Compactness In Clauses 5.2
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: PART 2 DETERMINATION OF DESIGN ACTI
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
Page 71 and 72: TABLE D4.3-1(A) DESIGN WEB CAPACITI
Page 73 and 74: TABLE D4.3-2(A) DESIGN WEB CAPACITI
Page 75 and 76: TABLE D4.3-4 DESIGN WEB CAPACITIES
Page 77 and 78: PART 5 MEMBERS SUBECT TO AXIAL COMP
Page 79 and 80: According to Clause 6.3.3 of AS 410
Page 81 and 82: In all cases L e / L > 0.5 (i) Chor
Page 83 and 84: [ BLANK ] DCTDHS/06 DuraGal DESIGN
Page 93 and 94:
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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DCTDHS/06 DuraGal DESIGN CAPACITY T
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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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