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TABLE D3.1-3 DESIGN SECTION CAPACITIES DuraGal RECTANGULAR HOLLOW SECTIONS: GRADE C450L0 Non-Standard Thickness about x- and y-axis Designation Mass Axial Axial Bending Shear Torsion per m Tension Compression x-axis y-axis x-axis y-axis d b t φN t φN s φM sx φM sy φV vx φV vy φM z mm mm mm kg/m kN kN kNm kNm kN kN kNm 125 x 75 x 2.8 RHS 8.39 409 F 351 16.9 8.80 156 N 94.4 U 11.3 2.3 RHS 6.95 339 F 259 12.3 6.50 129 N 78.7 U 9.50 100 x 50 x 2.8 RHS 6.19 302 F 295 10.2 5.05 122 N 60.4 U 5.74 2.3 RHS 5.14 251 F 215 8.52 3.70 102 N 50.7 U 4.86 75 x 50 x 2.8 RHS 5.09 248 F 263 6.52 4.71 91.4 N 60.4 U 4.23 2.3 RHS 4.24 207 F 215 5.49 3.56 76.2 N 50.7 U 3.59 65 x 35 x 2.8 RHS 3.99 194 F 206 4.21 2.72 77.3 N 40.0 U 2.41 2.3 RHS 3.34 163 F 172 3.57 2.16 64.6 N 34.0 U 2.07 50 x 25 x 2.8 RHS 2.89 141 F 149 2.26 1.37 57.5 N 26.4 U 1.21 2.3 RHS 2.44 119 F 126 1.94 1.18 48.3 N 22.8 U 1.05 50 x 20 x 2.8 RHS 2.67 130 F 138 1.99 1.02 56.8 N 19.6 U 0.907 2.3 RHS 2.25 110 F 116 1.71 0.882 47.7 N 17.2 U 0.803 Notes : 1. φ = 0.9 2. N t = A g f y indicated by suffix Y (Clause 7.2 of AS 4100) N t = 0.85 A g f u indicated by suffix F (Clause 7.2 of AS 4100) 3. N s = k f A g f y (Clause 6.2.1 of AS 4100) 4. M s = f y Z e (Clause 5.2.1 of AS 4100) 5. M z = 0.6 f y C (See Section D3.2.5) 6. U = approximately uniform shear stress distribution. Design shear capacity calculated in accordance with clause 5.11.4 of AS 4100. V v = V u = V w = 0.6 f y A w N = non-uniform shear stress distribution. Design shear capacity calculated in accordance with clause 5.11.3 of AS 4100. V v = 2V u / (0.9 + (f * vm / f * va )) ≤ V u TABLE D3.1-2 DESIGN SECTION CAPACITIES DuraGal SQUARE HOLLOW SECTIONS: GRADE C450L0 Standard Thickness Designation Mass Axial Axial Bending Shear Torsion per m Tension Compression d b t φN t φN s φM s φV v φM z mm mm mm kg/m kN kN kNm kN kNm 100 x 100 x 2.8 SHS 8.39 409 F 383 12.5 127 N 12.2 2.3 SHS 6.95 339 F 259 9.35 105 N 10.2 75 x 75 x 2.8 SHS 6.19 302 F 319 8.16 93.3 N 6.59 2.3 SHS 5.14 251 F 259 6.07 77.7 N 5.56 65 x 65 x 2.3 SHS 4.42 215 F 228 4.91 66.7 N 4.10 50 x 50 x 2.8 SHS 3.99 194 F 206 3.59 59.7 N 2.71 2.3 SHS 3.34 163 F 172 3.05 50.1 N 2.32 40 x 40 x 2.8 SHS 3.11 152 F 161 2.20 46.2 N 1.64 2.3 SHS 2.62 127 F 135 1.88 39.1 N 1.42 35 x 35 x 2.8 SHS 2.67 130 F 138 1.63 39.5 N 1.20 2.3 SHS 2.25 110 F 116 1.40 33.6 N 1.05 Notes : Refer to TABLE D3.1-3 DuraGal DESIGN CAPACITY TABLES DCTDHS/06 D3-8 for STRUCTURAL STEEL HOLLOW SECTIONS MARCH 2002
PART 4 MEMBERS SUBECT TO BENDING 4 PAGE D4.1 DESIGN MOMENT CAPACITY FOR MEMBERS WITHOUT FULL LATERAL RESTRAINT .................................................................................................................. D4-2 D4.1.1 Scope ............................................................................................................................. D4-2 D4.1.2 Method ............................................................................................................................ D4-2 D4.1.3 Segment Length for Full Lateral Restraint ...................................................................... D4-3 D4.1.4 Effective Length .............................................................................................................. D4-3 D4.1.5 Other Loading and Restraint Conditions ......................................................................... D4-4 D4.1.6 Examples........................................................................................................................ D4-6 D4.2 DESIGN SHEAR CAPACITY ......................................................................................... D4.8 D4.2.1 Scope ............................................................................................................................. D4-8 D4.2.2 Method ............................................................................................................................ D4-8 D4.2.3 Interaction of Shearing and Bending ............................................................................... D4-8 D4.2.4 Examples........................................................................................................................ D4-8 D4.3 DESIGN WEB BEARING CAPACITY ......................................................................... D4-10 D4.3.1 Scope ........................................................................................................................... D4-10 D4.3.2 Method .......................................................................................................................... D4-10 D4.3.3 Example........................................................................................................................ D4-12 D4.4 BENDING AND BEARING INTERACTION ................................................................ D4-13 D4.4.1 Method .......................................................................................................................... D4-13 D4.4.2 Example........................................................................................................................ D4-14 D4.5 CALCULATION OF BEAM DEFLECTIONS ............................................................... D4-15 TABLES TABLES D4.1-1 to D4.1-2 Design Moment Capacities for Members Without Full Lateral Restraint (φM b ) ............ D4-16 TABLES D4.3-1 to D4.3-4 Design Web Capacities of Beams (φR bb /b b , φR by /b b , φV v ) .......................................... D4-19 NOTE: SEE PAGE vii FOR THE SPECIFIC MATERIAL STANDARD REFERRED TO BY THE SECTION TYPE AND STEEL GRADE IN THESE TABLES. DCTDHS/06 DuraGal DESIGN CAPACITY TABLES MARCH 2002 for STRUCTURAL STEEL HOLLOW SECTIONS D4-1
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 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: TABLE D3.1-2 DESIGN SECTION CAPACIT
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
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
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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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