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Table D8.5: Table of Equivalent Uniformly Distributed Loads DCTDHS/06 DuraGal DESIGN CAPACITY TABLES MARCH 2002 for STRUCTURAL STEEL HOLLOW SECTIONS D8-7
(b) Use of the Tables: Strength Limit State - Select a section with the least mass from the Tables such that the maximum design loads W * L1 and W * L2 are greater than or equal to W L . It can be seen from Table D8.1-1(2)(A) that for a 100 x 50 x 2.5 DuraGal RHS Grade C450L0, the maximum design loads are: W * L1 = 18.4 kN W * L2 = 220 kN ∴ W * L = 18.4 kN (> 15.5 kN) Therefore, a 100 x 50 x 2.5 DuraGal RHS has adequate strength. Serviceability Limit State - From Table D8.1-1(1)(B) it can be seen that for a 150 x 50 x 2.5 DuraGal RHS Grade C450L0, the serviceability load is: W * S = 9.76 kN (> 8.90 kN) The most efficient and practical hollow <strong>sections</strong> for this application are RHS and SHS. The alternative <strong>sections</strong> which satisfy the above strength and serviceability limit states are listed below: 150 x 50 x 2.5 DuraGal RHS Grade C450L0 mass per metre = 7.53 kg/m 125 x 75 x 3.0 DuraGal RHS Grade C450L0 mass per metre = 8.96 kg/m 100 x 100 x 5.0 DuraGal SHS Grade C450L0 mass per metre = 14.2kg/m Therefore, based on mass, select 150 x 50 x 2.5 DuraGal RHS Grade C450L0. 2. A beam which is simply supported has a span of 6.0 metres with full lateral restraint. The beam is subjected to nominal central dead and short term live loads of 1.0 kN and 2.5 kN respectively. Design a suitable DuraGal RHS in Grade C450L0 steel with no limit on deflection. Solution: (i) Calculate equivalent uniformly distributed maximum design load for moment (W * EM ) From Table D8.5 (W * EM ) associated with the central dead and live loads is: W * EM = 2P = 2 (1.25 x 1.0 + 1.5 x 2.5) = 10 kN (ii) Based on W * EM select the least mass section with an adequate maximum design load (W * L1 ) based on design moment capacity. From Table D8.1-1(1)(A), a 100 x 50 x 2.5 DuraGal RHS Grade C450L0 has adequate maximum design load (W * L1 = 12.2 kN). (iii) Calculate equivalent uniformly distributed maximum design load for shear (W * EV ). From Table D8.5 the equivalent uniform moment load is: W * EV = P = 1.25 x 1.0 + 1.5 x 2.5 = 5.0 kN DuraGal DESIGN CAPACITY TABLES DCTDHS/06 D8-8 for STRUCTURAL STEEL HOLLOW SECTIONS MARCH 2002
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DuraGal ® design capacity tables f
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CONTENTS Page Foreword ............
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PREFACE DuraGal RHS is manufactured
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GRADE DuraGal RHS is manufactured b
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Length Size Mill Cut Length Toleran
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LIMIT STATES TES DESIGN USING THESE
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PROPERTIES OF STEEL The properties
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M ry M s M sx M sy M z M * M * m M
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PART 1 SECTION PROPERTIES 1 PAGE D1
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D1.2.1.1 Torsion Constants The tors
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D1.2.3.1 Compactness In Clauses 5.2
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D1.3 PROPERTIES FOR FIRE DESIGN To
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Figure D1.4.2: Telescoping Data DCT
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DCTDHS/06 DuraGal DESIGN CAPACITY T
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TABLE D1.3-1(A) FIRE ENGINEERING DE
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TABLE D1.3-2(A) FIRE ENGINEERING DE
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TABLE D1.3-4 FIRE ENGINEERING DESIG
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TABLE D1.4-2 DuraGal TELESCOPING IN
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PART 2 DETERMINATION OF DESIGN ACTI
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Figure D2.2: First-order Analysis a
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PART 3 SECTION CAPACITIES 3 PAGE D3
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D3.2.3 Design Moment Section Capaci
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[ BLANK ] DCTDHS/06 DuraGal DESIGN
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TABLE D3.1-2 DESIGN SECTION CAPACIT
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PART 4 MEMBERS SUBECT TO BENDING 4
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D4.1.3 Segment Length for Full Late
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Table D4.1.5(1) Values of (M sx /M
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A rectangular hollow section is the
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2. Check the shear capacity of the
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End bearing for b d < 1.5d 5 d5 b b
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D4.4 BENDING AND BEARING INTERACTIO
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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
Page 85 and 86: DCTDHS/06 DuraGal DESIGN CAPACITY T
Page 93 and 94: PART 6 MEMBERS SUBJECT TO AXIAL TEN
Page 95 and 96: D6.3 EXAMPLE 1. A tension member wi
Page 97 and 98: TABLE D6.1-3 DESIGN CAPACITIES FOR
Page 99 and 100: PART 7 MEMBERS SUBJECT TO COMBINED
Page 101 and 102: If an appropriate second order elas
Page 103 and 104: Determination of δ s Members with
Page 105 and 106: D7.4 COMBINED BENDING AND AXIAL COM
Page 107 and 108: (b) Out-of-plane capacity where φM
Page 109 and 110: D7.4.3.2 Member Capacity 14 . 14 .
Page 111 and 112: D7.5.2.1 Section Capacity For The v
Page 113 and 114: D7.6 BIAXIAL BENDING For a member s
Page 115 and 116: From Figure D7.3(1) the moment ampl
Page 117 and 118: D7.7 EXAMPLES Example 2.0 Braced Be
Page 119 and 120: Then φM rx * N = 118 . ⎛ ⎞ φM
Page 129 and 130: [ BLANK ] DCTDHS/06 DuraGal DESIGN
Page 131 and 132: PART 8 MAXIMUM DESIGN LOADS FOR BEA
Page 133 and 134: D8.2.2 Serviceability Limit State D
Page 135: D8.5 OTHER LOAD CONDITIONS The valu
Page 139 and 140: DuraGal DESIGN CAPACITY TABLES DCTD
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[ BLANK ] Courtesy of Econo Steel r
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