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DuraGal DESIGN CAPACITY TABLES DCTDHS/06 D5-12 for STRUCTURAL STEEL HOLLOW SECTIONS MARCH 2002 DESIGN CAPACITIES FOR MEMBERS SUBJECT TO AXIAL COMPRESSION DuraGal RECTANGULAR HOLLOW SECTIONS: GRADE C450L0 Non-Standard Thickness TABLE D5.2-2(A) buckling about x-axis Designation Mass per m Design Capacities for Axial Compression φN c (kN) d b t Effective Length (L e ) in metres mm mm mm kg/m 0.0 0.25 0.5 0.75 1.0 1.25 1.5 1.75 2.0 2.5 3.0 3.5 4.0 5.0 125 x 75 x 2.8 RHS 8.39 351 351 351 348 343 338 331 324 315 293 266 233 199 141 2.3 RHS 6.95 259 259 259 256 253 250 246 241 235 221 204 183 159 116 100 x 50 x 2.8 RHS 6.19 295 295 292 287 280 272 262 249 235 198 159 126 99.7 66.1 2.3 RHS 5.14 215 215 214 211 206 201 195 187 178 155 128 103 82.7 55.3 75 x 50 x 2.8 RHS 5.09 263 263 258 250 239 225 208 187 163 119 87.2 65.8 51.1 33.3 2.3 RHS 4.24 215 215 211 205 197 186 172 155 136 100 73.8 55.7 43.3 28.2 65 x 35 x 2.8 RHS 3.99 206 206 200 191 179 163 142 120 99.1 68.0 48.6 36.3 28.0 18.2 2.3 RHS 3.34 172 172 167 160 150 137 120 102 84.5 58.1 41.6 31.1 24.0 15.6 50 x 25 x 2.8 RHS 2.89 149 148 141 129 113 91.3 70.8 54.8 43.1 28.4 20.0 14.8 11.4 7.39 2.3 RHS 2.44 126 124 119 109 95.9 78.4 61.2 47.5 37.5 24.7 17.4 12.9 9.95 6.43 50 x 20 x 2.8 RHS 2.67 138 136 129 118 101 80.3 61.4 47.2 37.0 24.3 17.1 12.7 9.77 6.32 2.3 RHS 2.25 116 115 109 100 86.5 69.4 53.5 41.2 32.4 21.3 15.0 11.1 8.57 5.54 Notes : 1. φ = 0.9 2. φ N c = φ α c N s (Clause 6.3.3 of AS 4100) 3. α b = - 0.5 (Table 6.3.3 of AS 4100) TABLE D5.2-2(B) buckling about y-axis Designation Mass per m Design Capacities for Axial Compression φN c (kN) d b t Effective Length (L e ) in metres mm mm mm kg/m 0.0 0.25 0.5 0.75 1.0 1.25 1.5 1.75 2.0 2.5 3.0 3.5 4.0 5.0 125 x 75 x 2.8 RHS 8.39 351 348 348 341 332 320 306 289 268 219 171 133 105 69.0 2.3 RHS 6.95 259 259 257 252 246 239 229 219 205 173 139 109 86.9 57.6 100 x 50 x 2.8 RHS 6.19 295 294 284 271 251 225 192 159 130 87.8 62.5 46.6 36.0 23.3 2.3 RHS 5.14 215 215 209 200 188 172 151 128 107 73.5 52.6 39.3 30.4 19.7 75 x 50 x 2.8 RHS 5.09 263 261 252 238 217 190 158 127 102 68.5 48.5 36.1 27.9 18.0 2.3 RHS 4.24 215 214 207 196 180 158 132 107 86.7 58.2 41.3 30.7 23.7 15.4 65 x 35 x 2.8 RHS 3.99 206 202 188 165 131 96.4 70.9 53.5 41.6 27.1 19.0 14.1 10.9 7.01 2.3 RHS 3.34 172 169 158 139 111 82.6 60.9 46.1 35.9 23.4 16.4 12.2 9.37 6.05 50 x 25 x 2.8 RHS 2.89 149 143 122 86.4 55.2 36.8 26.1 19.4 14.9 9.68 6.78 5.01 3.85 2.48 2.3 RHS 2.44 126 120 104 74.8 48.4 32.3 22.9 17.0 13.1 8.51 5.96 4.41 3.39 2.19 50 x 20 x 2.8 RHS 2.67 138 128 96.6 56.2 33.5 21.9 15.4 11.4 8.80 5.69 3.98 2.94 2.26 1.45 2.3 RHS 2.25 116 109 83.5 49.7 29.8 19.5 13.7 10.2 7.84 5.07 3.54 2.62 2.01 1.30 Notes : 1. φ = 0.9 2. φ N c = φ α c N s (Clause 6.3.3 of AS 4100) 3. α b = - 0.5 (Table 6.3.3 of AS 4100)
DCTDHS/06 DuraGal DESIGN CAPACITY TABLES MARCH 2002 for STRUCTURAL STEEL HOLLOW SECTIONS D5-13 Notes : 1. φ = 0.9 2. φ N c = φ α c N s (Clause 6.3.3 of AS 4100) 3. α b = - 0.5 (Table 6.3.3 of AS 4100) TABLE D5.2-3(1) DESIGN CAPACITIES FOR MEMBERS SUBJECT TO AXIAL COMPRESSION DuraGal SQUARE HOLLOW SECTIONS: GRADE C450L0 Standard Thickness buckling about x- and y-axis Designation Mass Design Capacities for Axial Compression φN c (kN) per m d b t Effective Length (L e ) in metres mm mm mm kg/m 0.0 1.0 1.5 2.0 2.5 3.0 3.5 4.0 5.0 6.0 7.0 8.0 10.0 12.0 100 x 100 x 6.0 SHS 16.7 864 823 770 693 590 477 377 300 199 141 105 80.7 52.3 36.6 5.0 SHS 14.2 735 701 658 594 508 413 328 262 174 123 91.5 70.6 45.7 32.0 4.0 SHS 11.6 600 573 539 488 420 344 274 219 146 103 76.7 59.2 38.3 26.8 3.0 SHS 8.96 440 422 399 365 319 265 214 172 115 81.7 60.7 46.9 30.4 21.3 2.5 SHS 7.53 305 296 282 263 238 206 172 141 96.4 68.8 51.3 39.6 25.7 18.0 2.0 SHS 6.07 196 191 184 175 162 146 128 108 76.5 55.2 41.4 32.1 20.9 14.6 90 x 90 x 3.0 SHS 8.01 413 391 362 319 264 207 162 128 84.1 59.3 44.0 34.0 22.0 15.4 2.5 SHS 6.74 305 291 273 246 210 170 135 107 71.2 50.3 37.4 28.9 18.7 13.1 2.0 SHS 5.45 196 189 179 166 148 126 104 84.7 57.3 40.7 30.3 23.4 15.2 10.6 1.6 SHS 4.39 125 122 117 110 102 90.6 77.9 65.4 45.5 32.7 24.5 18.9 12.3 8.62 89 x 89 x 6.0 SHS 14.6 756 710 649 559 448 344 265 208 137 96.2 71.4 55.0 35.6 24.9 5.0 SHS 12.5 645 607 557 483 390 301 233 183 120 84.7 62.8 48.4 31.3 21.9 3.5 SHS 9.06 467 441 406 356 290 226 176 138 91.1 64.2 47.6 36.7 23.7 16.6 75 x 75 x 6.0 SHS 12.0 621 565 490 384 280 205 154 120 78.1 54.8 40.6 31.3 20.2 14.1 5.0 SHS 10.3 532 486 425 337 248 182 137 107 69.6 48.8 36.2 27.9 18.0 12.6 4.0 SHS 8.49 438 401 353 283 210 155 117 91.0 59.4 41.7 30.9 23.8 15.4 10.7 3.5 SHS 7.53 388 357 315 253 189 140 106 82.2 53.6 37.6 27.9 21.5 13.9 9.70 3.0 SHS 6.60 341 313 278 225 169 125 94.7 73.7 48.1 33.8 25.0 19.3 12.5 8.71 2.5 SHS 5.56 287 265 235 191 144 107 81.0 63.1 41.2 29.0 21.4 16.5 10.7 7.46 2.0 SHS 4.50 196 183 166 142 112 85.4 65.5 51.3 33.6 23.7 17.6 13.5 8.75 6.12
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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
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
Page 69 and 70: DCTDHS/06 DuraGal DESIGN CAPACITY T
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 87: 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 131 and 132: PART 8 MAXIMUM DESIGN LOADS FOR BEA
Page 133 and 134: D8.2.2 Serviceability Limit State D
Page 135 and 136: D8.5 OTHER LOAD CONDITIONS The valu
Page 137 and 138: (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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