Part D - Green

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Licensed copy:tonygee, TONY GEE AND PARTNERS, 04/04/2007, Uncontrolled Copy, © SCI

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D. MEMBER CAPACITIES

s355

D - 1


COMPRESSION BS 4-1 : 1993

UB SECTIONS SUBJECT TO AXIAL COMPRESSION

x - - X 1 Y I

COMPRESSION RESISTANCE FOR S355 -

Axis

Compression resistance, Pcx, P, (kN) for

length 8.0

20500 631 0 18400 581 0 16500 51 00 14400 4820 12500 4250 10300 3670 9280 31 20 8060 2560 16600 9770 14200 8500 1 1700 4060 9800 3480 8370 2960 7270 2500 8800 2990 7210 241 0 6370 2080 7800 2200 6590 1850 5330 1480 4850 1320

- -

-

-

-

-

Section Designation Effectii

7.0 20600 7750 18600 7200 16700 6320 14500 6020 12500 5310 10400 4590 9320 3910 8100 3230 16700 1 1300 14300 9870 1 1800 5060 9860 4340 8410 3700 7310 3140 8860 3740 7260 3020 6410 2620 7860 2780 6630 2340 5370 1880 4880 1670

- -

-

-

-

-

-

- 6.0

20800 9630 18700 901 0 16800 7930 14500 7600 12600 6730 10400 581 0 9350 4990 8130 41 50 16800 12800 14400 1 1200 1 1800 6380 9910 5490 8460 4700 7350 401 0 8910 4750 7300 3860 6450 3360 7910 3580 6680 3030 5410 2440 4920 21 80

-

-

-

-

-

- 14.0

- 2.0 -

3.0 20800 16900 18700 15600 16800 14000 14500 12600 12600 1 1000 10400 9100 9350 8110 8130 6980 16800 15900 14400 13500 11800 10300 9910 8680 8460 7400 7350 6390 8930 7760 7320 6340 6460 5570 7970 6680 6730 5630 5440 4540 4950 4110

-

-

-

-

-

- 4.0 -

5.0 20800 11900 18700 1 1200 16800 9920 14500 9560 12600 8490 10400 6860 9350 5960 8130 5000 16800 14100 14400 12100 1 1800 8000 9910 6920 8460 5550 7350 4740 8930 6030 7320 4630 6460 4030 7960 4670 6720 3970 5440 3220 4950 2720

-

-

-

-

-

-

- 10.0 - 11.0 - 12.0 - 13.0

1016x305~487#+

101 6x305~437 # +

101 6x305~393 # +

101 6x305~349 # +

101 6x305~314 # +

'1016x305~272#+

101 6x305~249 # +

*1016x305~222#+

20800 19000 18700 17300 16800 15500 14500 13700 12600 1 1900 10400 9820 9350 8800 8130 7620 16800 16400 14400 14100 1 1800 11200 9910 9370 8460 8000 7350 6930 8930 8420 7320 6890 6460 6070 7970 7390 6730 6230 5440 5040 4950 4570

-

-

-

-

20800 14500 18700 13600 16800 121 00 14500 1 1600 12600 9700 10400 81 10 9350 7160 8130 6090 16800 151 00 14400 12800 11800 9650 9910 7730 8460 6580 7350 5660 8930 6860 7320 5580 6460 4880 7970 5960 6730 4780 5440 3840 4950 3460

-

-

-

-

-

20300 5200 18300 4760 16400 41 70 14300 3920 12400 3460 10300 2980 9230 2530 8020 2070 16500 8350 14100 7240 1 1600 331 0 9740 2830 8320 2400 7220 2030 8750 2430 71 70 1950 6330 1690 7740 1780 6540 1500 5290 1200 4810 1060

-

-

-

-

201 00 4340 18200 3960 16300 3470 14200 3240 12300 2860 10200 2470 9180 2090 7970 1710 16400 71 30 14000 61 80 1 1600 2740 9690 2340 8270 1990 7180 I670 8690 201 0 7120 1610 6290 1390 7680 1470 6490 1230 5250 985 4770 873

-

-

-

-

19900 3670 18000 3340 16200 2920 14200 2720 12300 2400 10100 2070 9130 1750 7930 1430 16300 61 20 13900 5290 1 1500 2300 9630 1970 8220 1670 7140 1400 8630 1680 7070 1350 6240 1170 7610 1230 6430 1030 5210 824 4 730 729

-

-

-

-

19700 31 40 17900 2850 16000 2490 14100 2320 12200 2040 10100 1760 9070 1490 7880 1210 16200 5280 13800 4560 1 1400 1960 9560 1670 8160 1420 7090 1190 8560 1430 7020 1150 6190 990 7540 1040 6370 875 5160 699 4690 61 8

-

-

-

-

19400 2720 17700 2460 15900 21 50 14000 1990 12100 1760 10000 1510 9020 I280 7830 1040 16100 4590 13700 3970 1 1300 1680 9490 1440 81 10 1220 7040 1030 8490 1230 6960 987 6140 851 7460 896 6300 751 51 10 600 4640 53 1

-

-

-

-

19200 2380 17500 21 40 15700 1870 13900 1730 12000 1530 9970 1320 8960 1110 7780 906 15900 4030 13600 3480 1 1200 1460 9420 1250 8050 1060 6990 89 1 8420 1070 6900 857 6090 739 7370 778 6230 652 5050 521 4590 460

-

-

-

-

91 4x41 9x388 #

* 91 4x41 9x343 #

91 4x305~289 #

91 4x305~253 #

91 4x305~224 #

914x305~201 #

838x292~226 #

838x292~194 #

838x292~176 #

762x267~197

* 762x267~173

* 762x267~147

762x267~134

# Check availability. + Section is not given in BS 4-1 : 1993.

Section may be slender under axial compression. Values in italic type indicate that the section is slender when loaded to capacity and allowance has been made in calculating the capacity. FOR EXPLANATION OF TABLES SEE NOTE 6.1

D - 2


BS 5950-1 : 2000

Section Designation

686x254~170

686x254~152

686x254~140

* 686x254~125

61 0x305~238

* 61 0x305~179

61 0x305~149

61 0x229~140

610x229~125

* 61 0x229~113

61 0x229~101

533x21 0x1 22

533x21 0x1 09

* 533x210~101

533x21 0x92

533x21 0x82

457x1 91 x98

* 457x1 91 x89

457x1 91 x82

457x1 91 x74

457x1 91 x67

COMPRESSION

Compression resistance, P,,, P, (kN) for

Effective lengths, LE (m) Axis 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0

P,, 7000 7000 7000 6970 6920 6870 6810 6750 6680 6610 6530 6440 6340 P, 6450 5780 5010 3860 2940 2270 1800 1450 1190 1000 848 729 632 P,, 6040 6040 6040 6020 5970 5930 5880 5830 5770 5710 5640 5570 5490 P, 5570 4990 4350 3390 2580 1990 1570 1270 1040 873 740 636 552 P,, 5400 5400 5400 5390 5350 5300 5260 5220 5170 5110 5050 4990 4920 P, 4980 4470 3740 3060 2320 1780 1410 1140 934 781 663 569 494 P,, 4690 4690 4690 4670 4640 4600 4570 4530 4480 4440 4390 4330 4260 P, 4310 3850 3210 2620 1970 1520 1200 963 792 662 561 482 418 P,, 10500 10500 10500 10400 10300 10200 10100 9990 9870 9740 9590 9420 9230

P, 9960 9300 8420 7280 6030 4900 3980 3270 2720 2290 1960 1690 1470 P,, 7690 7690 7690 7630 7560 7490 7420 7340 7260 7160 7070 7060 6910

P, 7320 6960 6270 5370 4410 3560 2890 2370 1970 1660 1410 1220 1060 P,, 6070 6070 6070 6030 5980 5930 5870 5810 5740 5670 5590 5490 5390 P, 5790 5410 4900 4400 3630 2930 2370 1940 1610 1360 1160 996 866 P,, 5780 5780 5780 5730 5680 5630 5570 5510 5440 5370 5280 5180 5070 P, 5230 4750 3720 2770 2060 1580 1240 1000 821 686 581 499 432 P,, 4980 4980 4980 4940 4900 4860 4810 4760 4700 4640 4570 4480 4390 P, 4510 3930 3280 2430 1810 1380 1090 873 717 599 507 435 377 P,, 4390 4390 4390 4350 4320 4280 4240 4190 4140 4090 4020 3950 3870 P, 3970 3460 2910 2140 1590 1210 951 764 627 524 444 381 330 P,, 3920 3920 3910 3880 3850 3810 3780 3740 3690 3640 3580 3520 3440 P, 3530 3050 2400 1850 1370 1040 813 653 536 447 378 324 281 P,, 5250 5250 5220 5170 5110 5050 4990 4960 4910 4810 4690 4550 4390 P, 4720 3940 2970 2150 1580 1200 944 758 621 518 439 376 326 P,, 4550 4550 4520 4480 4430 4380 4330 4260 4190 4110 4010 3900 3860

P, 4020 3500 2610 1880 1380 1050 823 661 542 452 382 328 284 P,, 4110 4110 4090 4050 4010 3970 3920 3860 3800 3730 3640 3540 3430 P, 3650 3180 2400 1730 1270 964 755 606 496 414 351 301 260 P,, 3720 3720 3700 3670 3630 3590 3540 3490 3440 3370 3290 3200 3100 P, 3290 2760 2170 1540 1130 857 670 537 440 367 311 266 231 P,, 3260 3260 3240 3210 3170 3140 3100 3050 3000 2950 2880 2800 2700 P, 2870 2390 1870 1320 964 729 569 456 374 311 264 226 196 P,, 4310 4310 4260 4210 4150 4090 4020 3930 3830 3700 3550 3380 3180

P, 3730 3000 2160 1530 1120 847 661 530 434 362 306 262 227 P,, 3810 3810 3770 3730 3680 3620 3560 3480 3460 3370 3230 3070 2880

P, 3390 2710 1950 1370 1000 759 593 475 389 324 274 235 204 P,, 3480 3480 3440 3400 3360 3310 3250 3180 3100 3000 2890 2830 2650

P, 3010 2490 1760 1230 897 677 528 423 346 289 244 209 181 P,, 3070 3070 3030 3000 2960 2920 2870 2810 2740 2660 2550 2430 2300 P, 2660 2240 1580 1110 806 608 474 380 311 259 219 188 163 P,, 2710 2710 2680 2650 2610 2570 2530 2480 2410 2340 2250 2140 2020 P, 2340 1880 1390 970 703 530 413 331 271 226 191 163 141


COMPRESSION RESISTANCE FOR S355

x- - X 1 Y


D - 3 Licensed copy:tonygee, TONY GEE AND PARTNERS, 04/04/2007, Uncontrolled Copy, © SCI

BS 5950-1 : 2000

1.0 1.5

3500 3500 3320 3160 3050 3050 2890 2680 2750 2750 2600 2410 2350 2350 2230 2070 1990 1990 1880 1730 3270 3270 3150 2990 2880 2880 2780 2630 2490 2490 2400 2270 2210 2210 2130 2010 1790 1790 1680 1540 1460 1460 1360 1240 3040 3040 2920 2760 2500 2500 2410 2270 2170 2170 2090 1970 1870 1870 1800 1690 1580 1580 1450 1300 1280 1280 1170 1040 2440 2440 2350 2210 2010 2010 1940 1830 1710 1710 1640 1550

Section Designation

Axis

for Effective lengths, LE (m)

2.0 2.5 3.0 3.5 4.0 5.0 6.0 7.0 8.0 9.0 10.0

3500 3500 3500 3480 3460 3420 3370 3320 3260 3190 3190

2810 2360 1910 1530 1230 831 595 446 346 276 225

3050 3050 3040 3030 3010 2970 2930 2890 2840 2780 2710 2480 2100 1690 1350 1080 732 524 392 304 243 198

2750 2750 2750 2730 2720 2680 2650 2610 2560 2510 2440 2150 1900 1510 1200 958 645 460 344 267 213 174

2350 2350 2350 2340 2330 2300 2270 2240 2200 2150 2100 1840 1560 1320 1040 835 561 400 299 232 185 151

1990 1990 1990 1970 1960 1940 1920 1890 1850 1820 1770 1540 1290 1090 857 683 458 326 244 189 150 123

3270 3270 3250 3230 3210 3160 3110 3050 2990 2960 2840

2820 2520 2160 1800 1490 1040 750 565 440 352 288

2880 2880 2860 2850 2830 2790 2740 2690 2630 2550 2460 2430 2260 1930 1610 1320 917 664 500 389 311 255

2490 2490 2470 2460 2440 2410 2370 2330 2280 2210 2140 2110 1900 1720 1430 1180 814 588 443 345 276 226

2210 2210 2200 2180 2170 2140 2100 2060 2020 1960 1890 1860 1660 1500 1230 1010 696 502 377 294 235 192

1790 1790 1780 1770 1760 1740 1710 1680 1640 1600 1540 1350 1120 925 722 574 384 273 204 158 126 103

1460 1460 1450 1440 1430 1410 1390 1370 1330 1300 1250 1080 877 721 559 442 294 209 156 121 96.1 78.3

3040 3030 3000 2980 2960 2910 2850 2770 2680 2560 2410

2540 2260 1930 1610 1320 917 664 500 389 311 255

2500 2490 2480 2460 2440 2400 2350 2280 2250 2160 2020

2140 1890 1610 1330 1090 752 543 409 318 254 208

2170 2160 2150 2130 2120 2080 2040 1990 1920 1840 1740

I810 1680 1420 1160 955 657 474 357 278 222 181

1870 1870 1850 1840 1830 1790 1760 1710 1650 1580 1480 1560 1400 1210 991 808 554 399 300 233 186 152

1580 1580 1570 1550 1540 1520 1480 1440 1400 1330 1250 1090 859 647 497 392 260 184 137 106 84.3 68.7

1280 1280 1270 1260 1250 1230 1200 1170 1130 1080 1020 854 687 513 393 309 204 145 108 83.2 66.2 53.9

2440 2420 2400 2380 2350 2300 2230 2140 2020 1870 1690

2030 1800 1530 1270 1040 719 520 391 304 243 199

2010 2000 1980 1960 1940 1900 1850 1780 1730 1600 1450

1730 1530 1290 1070 878 605 437 329 256 205 167

1710 1690 1680 1660 1650 1610 1570 1510 1430 1330 1250

1430 1270 1120 921 755 520 375 282 219 175 143

457x1 52x82

457x1 52x74

457x152~67

457x1 52x60

457x1 52x52

356x1 27x39

356x1 27x33

305x1 65x54

305x1 65x46

305x1 65x40

406x1 78x74

406x1 78x67

* 406x1 78x60

406x1 78x54

P,

p c x

PCY pcx

PC, pcx PCY pcx

PCY pcx

406x1 40x46

' 406x140~39

356x1 71 x67

356x1 71 x57

356x1 71 x51

356x1 71 x45

COMPRESSION



Y

I Y

* Section may be slender under axial compression. Values in italic type indicate that the section is slender when loaded to capacity and allowance has been made in calculating the capacity. FOR EXPLANATION OF TABLES SEE NOTE 6.1


COMPRESSION

1.5 2170 1750 1900 1520 1640 1330 1380 1020 1140 826 974 684 1950 1720 1680 1470 1390 1230 1270 902 1110 778 944 654 1350 1160 1130 964 1040 770 854 638 708 483 569 340

2.0 2170 1430 1890 1230 1630 1070 1380 724 1140 592 973 480 1930 1540 1660 1320 1380 1090 1260 654 1100 554 936 455 1330 1010 1120 829 1020 578 840 480 694 340 554 225

BS 4-1 : 1993


x - - X 1 Y


Compression resistance, Pcx, P, (kN)

for length 4.0 -

Section Designation Effecti\ -

3.5 -

10.0 1440 88.1 1240 74.7 1090 64.6 984 37.5 820 30.2 684 23.9 1070 128 909 108 732 84.9

-

-

-

- 1 .o

- 2.5 - 3.0

- 6.0 -

7.0 -

8.0 -

9.0 1610 108

1390 91.7 1220 79.3 1100 46.1 867 37.1 736 29.4 1240 157 1060 132 855 104

-

-

-

Axis 21 70 1980 1900 1730 1640 1520 1380 1200 1140 985 974 833 1950 1850 1680 1590 1390 1330 1270 1110 1110 977 944 832 1360 1270 1140 1060 1040 922 863 763 720 61 5 581 474

-

-

-

-

-

-

-

- -

21 50 1090 1880 931 1620 809 1370 51 0 1130 414 965 332

-

21 30 824 1860 702 1610 609 1360 371 1120 300 956 240

-

21 10 635 1840 540 1590 468 1350 281 1110 227 947 180 1870 859 1610 727 1330 579 1230 257 1060 21 5 903 174 1270 508 1060 41 0 973 234 786 195 629 131 468 82.9

-

-

-

-

- - -

-

-

2090 501 1820 426 1570 369

2040 332 1770 282 1530 244

1970 236 1710 200 1510 173

1880 176 1630 149

1440 129

1760 136 1530 115

1340 99.7 1140 58.0 939 46.7 799 37.0 1420 197 1210 166 988 130

-

-

305x1 27x48

305x1 27x42

* 305x1 27x37

305x1 02x33

305x1 02x28

305x1 02x25

1330 21 9 1100 177 938 140 1840 694 1590 587 1330 465 1210 201 1040 168 889 135 1240 405 1040 326 949 183 758 153 593 102 41 9 64.5

-

-

-

- - - -

-

1300 144 1070 116 915 91.9 1780 471 1530 398 1280 31 4 1160 132

1030 110 854 88.7 1160 272 966 21 9 882 121 679 100 492 66.7 31 3 42.1

-

-

-

-

-

- - -

1260 101 1040 81.6 887 64.7

1210 75.2 995 60.5 849 47.9 1570 253 1350 21 4 1110 168

- 1910 1310 1650 1120 1370 907 1250 464 1080 390 926 318 1310 81 9 1100 669 1010 41 8 825 348 677 238 534 154

-

-

-

- - - -

1890 1070 1630 907 1350 728 1240 339 1070 284 915 230 1290 645 1080 523 993 308 808 256 657 173 506 110

-

-

-

-

-

- -

1690 338 1450 285 1210 225 1100 93.0 967 77.5 832 62.5 1040 194 862 156 784 85.2 570 71 .O 385 47.0 232 29.6

-

-

- - -

- -

254x1 46x43

254x1 46x37

254x146~31

254x1 02x28

254x1 02x25

254x1 02x22

1010 69.1 883 57.5 761 46.3 894 145 733 116 664 63.3 460 52.8 299 34.9 1 76 21.9

-

- - - -

-

898 53.3 780 44.4 667 35.7 745 112 608 90.1 548 48.9 370 40.7 236 26.9 137 16.9

-

- - - -

-

778 42.4 671 35.3 571 28.4 61 7 89.5 502 71.8 452 38.9 30 1 32.4 190 21.4 110 13.4

-

-

-

- -

-

666 34.5 572 28.7 485 23.1 51 5 73.0 41 8 58.6 376 31.6 249 26.4 156 17.4 89.6 10.9

-

-

-

- -

-

203x1 33x30

203x1 33x25

178x1 02x1 9

152x89~16

127x76~13


D - 5



UC SECTIONS SUBJECT TO AXIAL COMPRESSION

x - 'T; -

COMPRESSION RESISTANCE FOR S355 Y


Effective lengths, LE (m) Section

Designation - 14.0

- 8.0

21 800 14200 18800 12300 16200 10400 14000 9110 12000 7790 10700 701 0 8730 5670 7470 4540 6540 3970 5630 3400 471 0 2840

-

-

- 12.0

17500 8680 15000 7440 12600 6220 11000 5360 9390 4570 8400 4030 6780 3240 5760 2530 5000 2200 4290 1880 3560 1570 6860 2630 6110 2280 4900 1840 381 0 1420 3230 1210 2760 1030 2250 835

-

-

-

-

- 13.0 2.0

26300 25700 22800 22300 19900 19400 16800 16400 14500 14100 12600 12300 10300 101 00 8870 8590 7800 7540 6730 651 0 5660 5470 12100 1 1300 10600 10000 8690 821 0 6930 6530 6000 5650 51 80 4860 4370 4090

-

-

-

3.0 26200 23800 22700 20600 19700 17900 16600 15300 14300 13200 12500 1 1600 10200 9470 8760 8040 7700 7060 6640 6080 5580 5110 11800 10300 10300 9200 851 0 7540 6770 5990 5860 51 70 5050 4450 4250 3730

-

-

-

4.0 25400 21 900 22000 18900 191 00 16400 16200 141 00 13900 12200 12200 10800 9960 8820 8550 7430 751 0 6520 6470 5620 5440 471 0

-

-

5.0 24500 19900 21200 17200 18400 14900 15700 12900 13500 11100 11900 9960 9700 81 00 8320 6760 7310 5920 6300 51 00 5290 4270

-

-

6.0 23700 18000 20500 15500 17700 13300 15200 1 1600 131 00 9980 11600 9010 9420 731 0 8080 6020 7080 5270 61 00 4530 51 20 3790 10500 6880 9400 6200 7700 5040 6110 3950 5270 3380 4530 2890 3800 2390

-

-

-

-

7.0 22800 161 00 19700 13800 17000 11800 14600 10300 12600 8870 11200 8000 91 00 6480 7790 5260 6830 4600 5880 3950 4930 3300

-

-

9.0 20800 12600 17900 10800 15400 91 30 13300 7970 11400 681 0 10200 61 00 8320 4920 71 10 391 0 621 0 341 0 5340 2920 4460 2430

-

-

10.0 19700 11100 16900 9530 14500 801 0 12600 6970 10800 5940 9680 5300 7850 4270

- 11.0 18600 9800 16000 841 0 13600 7040 1 1800 61 00 101 00 5200 9060 461 0 7330 371 0

16400 7720 13900 661 0 11 700 5510 10200 4730 8680 4030 7740 3540 6230 2850

15300 6890 13000 5900 10800 491 0 9440 4200 7990 3580 7090 31 30 5700 2520

356x406~551 #

356x406~235 #

356x368~202# 6690 3360 5840 2930 501 0 251 0 41 80 2090

6240 291 0 5430 2530 4660 21 70 3870 1800

5280 221 0 4580 1930 3920 1650 3250 1370 6230 2290 551 0 1990 441 0 1600 341 0 1230 2900 1050 2470 895 2000 724

-

-

4820 1950 41 70 1700 3570 1450 2950 1210 5640 2020 4960 1740 3960 1400 3060 1080 2590 922 221 0 784 1790 634

-

-

356x368~177 #

356x368~153 #

356x368~129 #

11400 9200 101 00 8290 8270 6780 6580 5360 5680 4620 4890 3970 41 20 331 0 -

11000 8030 9750 7260 8000 5920 6360 4660 5490 401 0 4730 3430 3970 2850 -

10000 5820 8990 521 0 7350 4220 5820 3290 501 0 2820 4300 2400 3600 1970 -

9460 4900 851 0 4360 6940 3520 5470 2740 4700 2340 4040 2000 3360 1630 -

8840 41 50 7970 3660 6470 2960 5090 2290 4360 1960 3730 1670 3090 1360 -

81 90 3530 7370 31 00 5960 2500 4660 1940 3980 1650 341 0 1410 2800 1140 -

7520 3030 6740 2650 5430 2130 4230 1650 3600 1410 3080 1200 2520 971 -

FOR EXPLANATION OF TABLES SEE NOTE 6.1

D - 6


BS 4-1 : 1993

Axis

P,,

P, P,,

P, P,, P, P,,

P, P,, P,, P,, P, P,,

P, P, P, P, P, P,, P, P, P, P,, P, P,, P,,

1 I


1.0 1.5 2.0 2.5 3.0 3.5 4.0 5.0 6.0 7.0 8.0 9.0 10.0 7350 7350 7310 7190 7070 6950 6820 6520 6160 5730 5240 4700 4170 7350 7070 6750 6410 6040 5640 5210 4330 3510 2840 2320 1910 1600 5800 5800 5760 5660 5570 5460 5350 5110 4810 4450 4050 3610 3190 5800 5560 5300 5030 4730 4410 4060 3350 2710 2180 1780 1460 1220 4690 4690 4650 4570 4490 4410 4310 4100 3850 3550 3200 2840 2490 4690 4490 4280 4050 3810 3540 3250 2670 2150 1730 1400 1150 963 3900 3900 3860 3800 3730 3660 3580 3400 3190 2930 2640 2340 2050 3900 3730 3550 3360 3150 2930 2690 2210 1770 1420 1150 949 792 3310 3310 3270 3210 3150 3090 3020 2870 2680 2450 2200 1930 1690 3300 3150 3000 2830 2650 2460 2250 1830 1460 1170 942 773 644 3800 3780 3710 3630 3540 3450 3340 3090 2790 2440 2090 1770 1510 3720 3510 3290 3040 2770 2480 2190 1670 1280 1000 797 648 536 3120 3110 3040 2980 2910 2830 2740 2530 2270 1980 1690 1430 1220 3060 2880 2700 2490 2270 2030 1790 1360 1040 812 646 525 434 2710 2700 2640 2580 2510 2440 2360 2170 1920 1660 1400 1180 997 2650 2490 2330 2140 1940 1720 1500 1140 862 669 532 431 356 2350 2340 2290 2240 2180 2120 2050 1870 1660 1430 1210 1010 857 2300 2160 2020 1850 1670 1490 1300 980 744 577 458 372 307 2080 2070 2020 1980 1930 1870 1810 1650 1460 1250 1050 885 747 2030 1910 1780 1630 1470 1300 1140 856 648 503 399 323 267 1670 1630 1580 1530 1460 1390 1300 1100 886 708 570 465 386 1570 1430 1270 1100 920 761 630 442 323 246 192 155 127 1360 1320 1280 1240 1190 1120 1050 880 708 564 453 370 306 1270 1160 1030 884 739 611 504 353 258 196 154 123 101 1040 1010 974 938 895 844 785 648 516 408 327 266 220 965 875 770 654 542 444 365 254 185 140 110 88.2 72.4

COMPRESSION

UC SECTIONS SUBJECT TO AXIAL COMPRESSION Y


I I Compression resistance, P,,, P, (kN) Section

Designation

152x1 52x37

152x1 52x30

152x1 52x23

-OR EXPLANATION OF TABLES SEE NOTE 6.1

D - 7


BS 5950-1 : 2000

127x1 14x27 #

127x76~16 * 114x1 14x27 * 102x1 02x23 #

102x44~7 #

89x89~19 #

76x76~15 * 76x76~13 #

COMPRESSION

P, 1050 873 682 516 393 305 243 163 116 87.2 67.8 54.1 44.2

P, 743 726 706 679 641 588 521 384 283 214 167 133 109

P, 581 393 252 171 122 91.4 70.9 46.2 32.4 24.0 18.5 14.7 11.9

P, 1190 1140 1080 993 889 774 659 474 348 264 207 166 136 P, 1040 862 665 499 378 292 232 155 111 83.0 64.5 51.5 42.0

P, 1000 948 877 785 676 565 468 325 236 178 138 111 90.6

P, 855 675 496 361 269 206 163 108 77.0 57.5 44.6 35.6 29.0

P, 330 319 303 278 241 200 163 110 78.8 58.8 45.5 36.2 29.5 P, 127 62.0 36.1 23.6 16.6 12.3 9.46 6.11 4.26 3.15 2.42 1.91 1.55 P, 839 779 698 594 484 389 314 213 153 115 88.9 71.0 58.0

P, 688 509 355 251 184 140 110 72.8 51.6 38.5 29.8 23.7 19.3

P, 629 568 482 383 297 232 184 123 87.4 65.2 50.5 40.2 32.8

P, 492 338 225 156 113 85.5 66.9 44.0 31.1 23.2 17.9 14.2 11.6

P, 537 489 422 341 267 210 167 112 79.8 59.6 46.2 36.8 30.0

P, 419 289 192 133 96.9 73.3 57.3 37.7 26.7 19.8 15.3 12.2 9.95

JOIST SECTIONS SUBJECT TO AXIAL COMPRESSION


X ’ Z x

Y

* Not available from some leading producers. Check availability. # Check availability. FOR EXPLANATION OF TABLES SEE NOTE 6.1

D - 8


Designation Outside I Wall

Mass

Per

96.6 117 141 149 182 221 267 278 309 420 515 616 763 949 1160 810 1010 1260 1550

73.0 56.9 88.3 68.8 107 82.9 115 90.3 140 110 170 133 205 160 229 186 254 206 343 278 419 338 548 470 675 577 836 712 1010 859 762 700 948 868 1180 1080 1450 1320

965 1210 1520 1870

929 882 1160 1100 1460 1380 1800 1700

466 578 716 869

369 298 245 458 369 303 567 457 375 687 553 454

COMPRESSION BS EN 10210-2: 1997

HOT-FINISHED CIRCULAR HOLLOW SECTIONS

SUBJECT TO AXIAL COMPRESSION


Compression resistance, P, (kN) for

Effective length LE (m - 5.0 2.0 2.5

3.0 I 3.5 I 4.0 6.0 7.0 I 8.0 I 9.0 I 10.0

8.21 35.2 52.4 62.3 73.4 99.5 143 164 179 21 8 265 243 300 367 448 355 396 543 672 700 870 1090 1340 870 1090 1360 1680

- -

- -

-

-

-

-

5.31 23.0 34.6 41.1 48.4 67.6 96.9 120 132 160 193 195 239 291 353 323 360 492 607 666 827 1030 1260 844 1050 1320 1620

- -

-

-

-

-

-

-

3.71 I 2.74 I 2.10 1.35 5.97 9.05 10.7 12.6 18.1 25.8 34.0 37.1 44.9 54.1 59.4 72.4 87.6 105 126 139 187 228 334 409 502 603 547 674 834 1010

- -

-

-

-

-

-

-

0.942 4.17 - 0.694 I 0.532 I 0.421 I 0.341

3.07 I 2.36 1 1.87 I 1.52 16.2 I 12.0 I 9.25 6.33 7.49 8.81 12.7 18.1 23.9 26.1 31.5 38.0 41.9 51 .O 61.7 74.3 89.5 99.4 133 162 243 296 363 436 41 2 507 626 758

- -

-

-

-

-

4.67 3.59 2.84 2.30 5.53 I 4.25 I 3.36 I 2.73

:::: I 51.5 I 39.8

66.9 52.1 13.4 10.3 8.14 17.7 13.6 10.8 8.79

74.1 99.5 121 182 223 273 327 31 5 387 477 577

-

-

57.3 76.9 93.3 142 173 21 2 254 247 303 373 451

-

-

45.6 61.2 74.3 113 138 169 202 198 243 299 361

-

-

37.2 49.9 60.5 92.3 113 138 165 162 199 245 296

-

-

1020 1270 1600 1970

993 1240 1560 1930

749 933 1160 1420

595 740 91 8 1120

A Check availability in S355. FOR EXPLANATION OF TABLES SEE NOTE 6.1

D - 9


3.0 4.0 5.0 6.0 9.0 10.0 11.0 12.0

426 528 657 799 967 1290 780 970 1210 1490 1810

351 294 436 365 542 454 659 552 797 667 1070 898 657 557 817 692 1020 863 1250 1060 1520 1290

2950 1440 1800 2270 2820 3480 4390 2180 2750 3410 4220 5340 2720 3510 4380 5430 6860 3970 4930 6160 7810

2810 2600 2280 1390 1320 1220 1740 1650 1520 2190 2080 1920 2720 2570 2370 3360 3180 2910 4230 4000 3650 2120 2050 1960 2680 2590 2480 3320 3210 3070 4120 3980 3790 5210 5030 4780 2680 2620 2560 3450 3380 3300 4300 4220 4110 5330 5220 5090 6740 6600 6430 3920 3850 3780 4860 4780 4690 6070 5970 5860 7700 7570 7420

1860 2280 2800 3500

1610 1390 1980 1710 2420 2090 3020 2600

2250 2880 3590 4430 5570 3450 4270 5320 6740 3940 4940 6160 7790 9420

2090 1900 1710 2670 2430 2180 3310 3010 2690 4080 3700 3310 5130 4630 4140 3280 3070 2830 4050 3790 3490 5050 4720 4340 6380 5950 5470 3810 3650 3450 4760 4550 4300 5940 5670 5350 7510 7160 6740 9080 8670 8180




X

Y COMPRESSION RESISTANCE FOR S355

Mass

Per Meter

kg - 26.4 33.1 41.6 51.6 63.7

Compression resistance, P, (kN) Desi! Outside Diameter

D mm 219.1

ation Wall

Thickness t

mm 5.0 6.3 8.0 10.0 12.5 12.0 5.0 6.3 8.0 10.0 12.5 16.0 6.3 8.0 10.0 12.5 16.0 ’ 6.3 8.0 10.0 12.5 16.0

for IengtP 8.0 -

- 523 649 808 983 1190 1570 926 1150 1440 1770 2170 2690 1670 21 00 2590 3190 4000

- -

-

iffectib 7.0 -

- 648 806 1000 1220 1490

- 14.0

- 2.0

- 1160 1460 1840 2270 2800

- 13.0

- 21 5 266 331 402 486 657 41 1 51 0 636 780 948 1170 831 1050 1280 1570 1950

- -

-

- 250 31 0 385 468 566 764 476 591 737 904 1100

-

186 23 1 287 349 421 571 358 444 554 679 825 1020 728 91 9 1120 1370 1700 1360 1730 21 30 261 0 3260 2340 2880 3560 4480 2980 3700 4590 5770 7030

- -

-

-

-

-

-

68.8 33.0 41.4 52.3 64.9 80.3 101 49.3 62.3 77.4 96.0 122 62.2 78.6 97.8 121 154 88.6 110 137 174

-

-

-

-

3050 1480 1850 2330 2890 3580 4520 2220 2800 3480 431 0 5460 2760 3550 4440

5500 6960 4000 4970 621 0 7880

-

-

-

-

1910 1080 1350 1690 2080 2550 3180 1830 2320 2860 3530 4440

-

-

244.5 273

2240 1880 1590 1360 * 323.9 1210 1480 1800 2250

406.4 2480 31 90 3980 4930 6220 3690 4580 5720 7240

-

2380 3060 381 0 471 0 5930 3590 4440 5540 7020

-

1530 1940 2400 2940 3680 2590 31 80 3950 4970 3230 401 0 4980 6270 7620

-

-

-

457 8.0 10.0 12.5 16.0

508 98.6 123 153 194 241 -

4410 5540 6920 8770 10600 -

4140 51 90 6480 821 0 9920 -

4050 5080 6340 8020 9690 -

’ 8.0 10.0 12.5 16.0 20.0

* Section is slender under axial compression and allowance has been made in calculating the compression resistance which is given in italic type. FOR EXPLANATION OF TABLES SEE NOTE 6.1

D - 1 0



iOT-FINISHED E HOLLOW SECTIONS '0 AXIAL COMPRESSION

D r Y ? SQUAR SUBJECT

COMPRESSION RESISTANCE FOR S355 Y - Mass

Per Meter

kg 3.41 3.61 4.39 5.28 4.35 4.62 5.64 6.85 8.31 5.29 5.62 6.90 8.42 10.3 12.5 7.40 9.99 12.3 15.0 8.53 9.41 11.6 14.2 17.5 9.66 10.7 13.1 16.2 20.1 11.9 14.7 18.2 22.6 27.4 17.8 22.2 27.6 33.7 40.9 21 .o 26.1 32.6 40.0 48.7

-

-

-

-

-

-

-

-

-

Desic ation Compression resistance, P, (kN) for

length 4.0 -

- 11.8 12.4 14.3 16.3 24.2 25.4 29.8 34.7 39.5 42.7 45.0 53.5 62.9 73.1 83.0 79.6 103 121 140

-

-

-

Size

D x D mm

Wall rhickness

t mm

LE (m) - 5.0

- 7.64 7.99 9.21 10.5 15.7 16.4 19.3 22.5 25.5 27.8 29.3 34.8 40.9 47.5 53.9

-

-

- 3.0

- 20.7 21.7 25.0 28.5 41.9 44.1 51.8 60.3 68.7 73.3 77.3 91.9 108 126 143 134 174 206 239

-

-

-

Iffecti!

3.5 - - 15.3 16.1 18.5 21 .I 31.3 32.8 38.6 44.9 51 .I 55.1 58.0 68.9 81.1 94.3 107

-

-

- 10.0

- 1.94 2.03 2.34 2.66 4.00 4.20 4.93 5.73 6.51

-

- 6.0

- 5.34 5.58 6.43 7.32 11.0 11.5 13.5 15.7 17.9 19.5 20.5 24.4 28.7 33.3 37.8

-

-

- 7.0

- 3.94 4.12 4.74 5.40 8.09 8.50 9.97 11.6 13.2 14.4 15.2 18.0 21.2 24.6 27.9

-

-

- 8.0

- 3.02 3.16 3.64 4.1 5 6.22 6.53 7.66 8.91 10.1 11.1 11.7 13.9 16.3 18.9 21.5 20.9 27.0 31.7 36.6 31.8 34.7 41.4 49.0 57.5 45.8 50.1 59.8 72.0 85.0 69.4 83.2 100 120 139

-

-

-

-

-

-

- 9.0

- 2.39 2.50 2.88 3.28 4.93 5.1 8 6.07 7.06 8.02

-

1 .o 1.5

- 74.0 77.6 90.1 104

2.0 2.5

- 29.4 30.7 35.4 40.4

40x40 122 128 153 1 79

44.6 46.7 54.0 61.7

3.0 3.2 4.0 5.0 3.0 3.2 4.0 5.0 6.3 3.0 3.2 4.0 5.0 6.3 8.0 3.6 5.0 6.3 8.0 3.6 4.0 5.0 6.3 8.0

50x50 174 184 224 270 324 222 235 288 349 425 51 5 316 425 521 638 370 409 500 61 5 759 424 468 574 71 1 878 527 648 803 996 1200 795 987 1230 1500 1820 942 1170 1470 1790 21 80

-

-

-

-

-

-

-

133 141 168 198 230 193 204 248 298 357 422 290 388 472 572 349 385 470 576 707 405 447 548 677 834 508 624 773 957 1160 774 961 1200 1460 1760 922 1150 1430 1750 21 30

-

-

-

-

-

-

-

87.5 92.1 109 127 145 144 152 182 216 254 293 24 1 31 8 381 452 31 1 343 41 6 506 61 3 376 41 4 506 623 761 48 1 589 728 898 1080 747 926 1150 1400 1690 899 1120 1400 1700 2070

-

-

-

-

-

-

-

58.9 62.0 72.8 85.0 96.9 101 107 127 150 175 200 181 236 280 327 254 279 336 403 481 328 360 437 534 645 437 534 656 803 956 709 877 1090 1320 1580 869 1080 1350 1640 1990

-

-

-

-

-

-

-

-

8.80 9.27 11.0 12.9 15.0 17.0 16.6 21.4 25.1 29.1 25.2 27.5 32.9 38.9 45.7 36.4 39.8 47.5 57.3 67.6 55.2 66.2 79.7 95.4 110 117 141 171 201 232 187 228 277 329 385

-

-

-

-

-

-

-

7.1 5 7.53 8.93 10.5 12.2 13.8 13.5 17.4 20.4 23.6 20.5 22.4 26.7 31.7 37.1 29.6 32.4 38.7 46.6 55.0 45.0 53.9 64.9 77.7 89.8 95.2 115 140 164 189 153 187 227 269 31 5

-

-

-

-

-

-

-

60x60

70x70

80x80

102 132 155 180

52.1 67.3 79.0 91.5

36.6 47.3 55.5 64.3

27.1 35.0 41 .I 47.6 41.2 45.0 53.7 63.6 74.7 59.3 64.8 77.4 93.3 110 89.7 108 130 155 1 79 188 228 277 325 375 299 366 444 527 61 9

-

-

-

-

-

-

196 215 258 307 363 267 293 353 428 51 1

-

152 166 198 236 278 212 232 278 337 400 308 372 450 544 634 576 706 867 1030 1210 771 955 1180 1430 1720

-

-

-

-

-

119 130 156 185 218 169 185 221 267 31 7

-

78.7 85.9 103 122 143 112 123 147 177 21 0

-

55.5 60.6 72.4 85.7 101 79.7 87.2 104 126 148 120 144 174 208 241

-

-

3.6 4.0 5.0 6.3 8.0 4.0 5.0 6.3 8.0 10.0 5.0 6.3 8.0 10.0 12.5

90x90

100x1 00

120x1 20

375 455 555 674 792 652 804 993 1190 1420 828 1030 1280 1550 1880

-

-

-

250 301 363 437 508 491 599 732 867 1010 696 859 1060 1270 1520

-

-

-

169 203 244 293 340 347 42 1 51 2 603 698 529 649 792 944 1110

-

-

251 304 369 434 50 1 393 481 586 696 818

-

-

146 177 21 5 252 291 234 285 347 41 1 482

-

-

140x140 5.0 6.3 8.0 10.0 12.5


1 - 1 1


COMPRESSION

5.0

628 774 950 1140 1350 1600 731 903 1110 1340 1610

6.0

476 586 716 855 1010 1190 568 699 859 1030 1220

Effective 7.0

365 448 547 652 769 902 439 541 662 792 939 751 928 1120 1330 1600 803 993 1230 1490 1790 2170 1640 2050 2510 3060 3780 1850 2790 3440 4240 5300 3080 4290 5290 6660 5070 6280 7930 9500

for length 8.0

286 351 429 510 601 704 346 426 521 623 737 599 739 888 1060 1260 653 807 997 1200 1450 1740 1420 1780 2170 2640 3240 1790 2580 3180 3900 4850 3080 4100 5040 6350 4930 6090 7680 9210

10.0

188 231 281 334 394 461 229 281 343 410 485 399 492 591 704 838 443 546 673 812 973 1170 1030 1280 1560 1890 2300 1650 2050 2510 3070 3780 2870 3550 4340 5440 4510 5560 6980 8370

11.0

157 192 234 279 328 383 191 234 286 342 404 334 411 494 588 699 372 458 565 681 815 981 875 1090 1320 1600 1950 1440 1790 2190 2670 3280 2600 3220 3910 4900 4220 5200 6510 7800

12.0

132 163 198 235 277 324 161 198 242 289 342 283 349 418 498 592 316 389 480 578 692 832 750 933 1130 1370 1670 1260 1560 1910 2320 2840 2320 2880 3490 4360 3890 4790 5980 7170

13.0

113 139 170 202 237 277 138 170 208 248 293 243 299 359 427 508 271 335 412 497 594 714 649 806 980 1180 1440 1100 1360 1660 2030 2480 2070 2560 3100 3870 3550 4370 5430 6520

150x150

160x160

180x180

200x200

5.0 6.3 8.0 10.0 12.5 16.0 5.0 6.3 8.0 10.0 12.5 6.3 8.0 10.0 12.5 16.0

'5.0 6.3 8.0 10.0 12.5 16.0

1160 1440 1750 2120 2570 1120 1400 1750 2140 2600 3210 1940 2440 3000 3690 4610 1970 3060 3790 4680 5870 3220 4550 5620 7090 5100 6550 8290 9940

945 1170 1420 1700 2040 972 1210 1500 1820 2210 2690 1810 2270 2790 3430 4260 1920 2950 3640 4490 5630 3150 4440 5470 6910 5100 6430 8120 9740

250x250

300x300

6.3 8.0 10.0 12.5 16.0

*6.3 8.0 10.0 12.5 16.0

BS EN 10210-2: 1997

HOT-FINISHED SQUARE HOLLOW SECTIONS


D Y r 7


Mass

Per Meter

kg - 22.6 28.1 35.1 43.1 52.7 65.2 24.1 30.1 37.6 46.3 56.6 34.0 42.7 52.5 64.4 80.2 30.4 38.0 47.7 58.8 72.3 90.3

-

-

-

Compression resistance, P, (kN) Designation Size

Thicknes: LE (m - 9.0

- 230 282 344 409 48 1 563 279 342 41 9 500 592 485 598 71 8 856 1020 535 660 814 982 1180 1420 1210 1510 1840 2230 2730 1790 2330 2860 3500 4320 3080 3850 4720 5940 4740 5860 7370 8830

-

-

-

-

-

-

-

-

- 14.0

- 98.2 121 147 175 205 240 120 147 180 21 4 253 21 0 259 31 1 370 440 236 290 358 43 1 51 6 620 566 703 854 1030 1250

-

-

-

-

- 2.0 -

3.0

- 91 0 1130 1410 1720 2090 2560 990 1230 1540 1880 2290

-

- 4.0

- 794 984 1220 1470 1770 21 30 888 1100 1370 1670 201 0

-

974 1210 1520 1850 2260 2790 1050 1310 1640 2000 2450

-

1490 1870 2300 2820 3500 1280 1680 21 10 2600 31 90 3980

-

1430 1790 2200 2690 3330 1270 1620 2030 2500 3070 3820

-

1320 1660 2030 2470 3040 1230 1540 1920 2360 2890 3590 2030 2550 3140 3870 4850 2010 31 50 3900 4820 6060 3280 4640 5740 7250

-

-

-

-

47.9 60.3 74.5 91.9 115 57.8 72.8 90.2 112 141

-

2060 2700 3330 4110 5150 2080 3280 4060 5020 6320 3370 4790 5930 7490 5250 6820 8630 10400

-

-

-

-

2030 2630 3250 4000 5020 2050 3220 3990 4930 6200 3330 4730 5840 7380 5210 6760 8550 I0300

-

-

-

-

964 1200 1460 1780 21 70 1840 2280 2750 3430 3220 3950 4900 5880

-

-

-

350x3501,; 400x400 * 10.0

85.4 106 131 166 122 151 191 235

-

-

5140 6660 8430 10100 -


0 - 1 2


Designation

Size I Wall Mass

per

D x B mm

50x30

60x40

Thickness Meter

mm kg t Axis 1.0

3.2 3.61 P,, 140 P, 98.3

P, 160 4.0 5.64 P,, 233

3.0 4.35 P,, 180


HOT-FINISHED RECTANGULAR HOLLOW SECTIONS SUBJECT TO AXIAL COMPRESSION

D


Compression resistar e, P,,

LE (n 5.0 -

- 11.1 4.88 20.3 10.8 25.4 13.3 29.4 15.4 43.3 14.8 51.8 17.4 60.9 20.1 70.9 22.8 81.1 25.3 73.3 30.0 95.0 38.2 113 44.2 80.6 28.5 85.2 30.0

- - -

-

- - - -

-

-

- -

-

for Effective lengtl

1 2.5 3.0 3.5 4.0 -

2.0

- 63.1 29.2 108 62.7 137 77.6 160 89.8 192 85.7 232 101 278 117 332 133 391 149 276 165 369 21 2 447 247

-

-

-

- -

-

-

-

- -

-

- 1.5

- 99.8 50.0 151 103 194 128 230 149 224 139 274 165 331 192 402 221 484 249 305 242 41 0 31 7 502 376 282 224

-

-

-

- -

-

-

-

- -

-

-

- 17.1 7.58 31.2 16.7 39.1

-

-

7.75 5.72 4.40 2.83

:3 1 ::.: 1 26.8 1 20.6 78.3 58.5 45.3 41.6 30.9 23.8

84.5 66.1 80x40

230 140

5.0

106 75.9 56.7 43.9

26.8 19.8 15.2 12.0 9.78 79.4 58.9 45.4 36.1 29.3 30.9 22.8 17.6 13.9 11.3 57.2 42.5 32.8 26.1 21.3 20.0 14.8 11.3 8.99 7.30 60.4 45.0 34.7 27.6 22.5 21.0 15.5 11.9 9.47 7.69

262 155

300 237

279 164

45 1 345 553 41 1 676 484 807 545

-

-

-

-

41 7 232 509 272 61 8 31 3 730 346

-

- -

-

123 42.0

87.1 64.7 50.0 39.7 32.3 29.4 I 21.7 I 16.7 1 13.2 I 10.8

362 157 438 183 524 21 0 608 230

- 146 48.7

104 77.0 59.4 47.3 38.5 34.1 I 25.2 I 19.4 I 15.3 I 12.5 97.2 75.2

416 326 258 149 86.0 476 370 292

122 93.8

171 55.7

121 89.9 69.3 44.8 39.0 I 28.8 I 22.1 I :::: I 14.2

193 60.7 -

136 101 78.0 62.0 50.4 42.5 I 31.3 I 24.1 I 19.1 I 15.5

Check availability in S355. FOR EXPLANATION OF TABLES SEE NOTE 6.1

D - 1 3


BS 5950-1 : 2000 COMPRESSION

Designation Size

Thickness

100x60

g 10.0

150x100 5.0 7- 10.0

Mass

Per Meter

kg - 8.53

- 11.6

- 14.2

- 17.5

9.70 -

- 13.1

- 16.2

20.1

14.7

18.2

- 22.6

- 27.4

18.6

23.1

28.9

35.3

42.8



485 427 325 P,, 623 596 553

595 519 389

2.5

- 299 179 397 231 482 274 584 320 372 208 501 272 61 6 323 755 380 572 454 706 551 868 666 1040 777 773 698 961 862 1190 1060 1450 1280 1760 1530

-

- - -

- - -

- -

Compression resistance, P,, P, (kN) for

Effective lengths, LE (rn)

248 199 159 107 75.7 130 97.9 76.1 49.6 34.8 326 260 208 139 98.4 168 126 97.9 63.7 44.7 393 312 248 166 117 198 149 116 75.3 52.8 471 371 295 196 139 230 173 134 87.1 61.1 333 283 235 162 116 152 115 89.2 58.2 40.9 445 377 311 214 153 198 149 116 75.4 52.9 544 457 376 257 184 234 89.0 1 62.5 660 307 219 274 206 160 104 72.9 517 446 373 259 186 1 1 1:; 1 355 276 218 144 102 634 544 453 313 225 428 I 331 I 261 I 172 I 122 774 I 658 I 545 I 375 I 269 513 395 311 205 144 921 776 639 437 313

508 416 916 853 772 587 437 748 620 505 343 245 1140 1060 949 717 532 916 754 612 414 295 1380 1270 1140 850 628 1090 889 719 485 345 1660 1520 1350 998 734 1280 1030 832 559 397

- 7.0

56.3 25.8 73.2 33.1 87.3 39.1 103 45.2 87.0 30.2 114 39.1 137 46.2 164 53.9 139 75.4 168 90.2 201 107 234 123 272 151 333 183 404 220

- - -

- -

-

476 257 556 296

I Y

8.0 9.0 10.0

43.5 34.6 28.2 19.8 15.7 12.8 56.5 45.0 36.6 25.5 20.2 16.4 67.4 53.6 43.6 30.1 23.8 19.4 79.7 63.4 51.6 34.7 27.5 22.4 67.4 53.7 43.8 23.3 18.5 15.0 88.7 70.6 57.6 30.1 23.9 19.4 106 84.8 69.1 35.6 28.2 22.9 127 101 82.3 41.5 32.9 26.7 108 86.1 70.2 58.2 46.2 37.6 131 104 84.8 69.6 55.3 45.0 156 124 101

21 3

'OR EXPLANATION OF TABLES SEE NOTE 6.1

D - 1 4 Licensed copy:tonygee, TONY GEE AND PARTNERS, 04/04/2007, Uncontrolled Copy, © SCI

BS 5950-1 : 2000

Designation Mass

Thickness Meter Size Wall per

D x B t mm mm kg

160x80 * 4.0 14.4

5.0 17.8

6.3 22.2

8.0 27.6

10.0 33.7

!OOxlOO ’ 5.0 22.6

6.3 28.1

8.0 35.1

10.0 43.1

12.5 52.7

?OOx120 5.0 24.1

6.3 30.1

8.0 37.6

10.0 46.3

200x150 8.0 41.4

10.0 51.0

COMPRESSION


Effective lengths, LE (m) Axis 1.0 1.5 2.0 2.5 3.0 3.5 4.0 5.0 6.0 7.0 8.0 9.0 10.0

P,, 630 678 606 604 579 545 500 390 294 225 176 141 116

P, 672 601 550 468 372 292 231 153 108 80.6 62.2 49.4 40.2

P,, 802 786 768 744 713 670 613 476 358 273 214 171 140

P, 778 739 674 570 451 353 279 185 131 97.2 75.0 59.6 48.5

P, 996 976 952 923 883 827 754 582 436 333 260 209 171

P, 965 915 831 697 548 427 338 223 158 117 90.4 71.8 58.4

P,, 1240 1220 1190 1150 1100 1020 928 710 530 403 315 253 207

P, 1200 1140 1020 846 659 511 403 266 188 139 108 85.4 69.5

P,, 1510 1480 1440 1390 1330 1230 1110 843 626 476 371 297 243

P, 1460 1380 1230 1000 771 595 469 309 218 162 125 99.0 80.5

P, 987 976 960 945 945 921 884 780 643 513 411 333 274

P, 969 945 924 858 759 640 527 361 259 193 150 119 97.1

P,, 1270 1250 1230 1210 1180 1150 1100 966 793 632 505 409 337

P, 1250 1210 1150 1060 936 786 645 441 315 236 182 145 118

P,, 1590 1570 1540 1510 1480 1430 1370 1200 976 775 618 500 412

P, 1560 1510 1430 1320 1150 957 783 533 380 284 220 175 143

P,, 1950 1920 1890 1850 1800 1750 1670 1450 1170 928 738 597 491

P, 1910 1840 1750 1600 1380 1140 929 630 449 335 259 206 168

P,, 2380 2350 2310 2260 2200 2120 2020 1740 1400 1100 875 707 581

P, 2330 2240 2120 1920 1640 1340 1080 731 521 388 300 239 195

P,, 7060 7050 7030 7070 1010 991 955 851 711 572 459 373 308

P, 7050 7020 1010 976 913 825 719 520 380 286 223 178 145

P, 1360 1340 1320 1300 1270 1230 1190 1060 878 705 565 459 378

P, 1340 1310 1270 1210 1130 1020 884 636 463 349 272 217 177

P,, 1700 1680 1660 1630 1590 1540 1480 1310 1090 868 695 564 465

P, 1680 1640 1590 1520 1410 1260 1090 779 566 426 331 264 216

P, 2090 2060 2030 1990 1950 1890 1810 1590 1310 1040 835 676 557

P, 2060 2010 1940 1850 1710 1520 1300 926 671 505 392 313 255

P,, 1870 1850 1830 1790 1760 1710 1650 1480 1240 1000 808 658 543

P, 1870 1830 1790 1740 1680 1590 1480 1180 898 690 541 435 356

P,, 2300 2280 2240 2200 2150 2090 2020 1800 1510 1210 973 791 653

P, 2300 2250 2200 2140 2060 1950 1800 1420 1080 828 649 521 427


R




Axis

P,, P, P, P, P,, P, P,, P,, P,, P, P, P, P,, P, P,, P, P,, P,, P,, P,, P,, P, P, P, P, P, P,, P, P, P, P, P, P,, P, P,, P, P,, P,

- 2.0

2260 2070 2770 2530 1150 1130 1650 1610 2130 2070 2620 2550 3220 3130 4020 3890 2140 1960 2630 2400 1890 1870 2710 2670 3350 3300 4130 4060 5180 5100 2760 2720 3950 3880 5040 4940 6350 6220



+- COMPRESSION RESISTANCE FOR S355 Y

e, P,,,

i l LE (n 9.0 -

- 1010 254 1210 296 697 348 863 428 1070 526 1300 630 1560 751 1890 891 1260 255 1530 302 1440 906 1820 1120

-

-

- -

-

-

- -

-

-

-

'cy (kN)

- 10.0

- 845 207 1010 241 586 285 724 351 896 43 1 1090 51 6 1300 61 5 1570 729 1070 208 1300 246 1260 753 1580 933 1930 1130 2320 1360 2870 1650 2250 1190 3120 1450 3840 1750 4770 21 30

- - - - - - - - - - - - - - - - - - -

Des Size

D x B mm

250x1 00

nation Wall

Thickness t

mm 10.0

12.5

Compression resistar

Effective lengtt for

5.0 6.0 7.0 8.0

Mass

Per Metei

kg - 51 .O

- 62.5

- 30.4

- 38.0

- 47.7

- 58.8

- 72.3

- 90.3

47.7

58.8

47.9

- 60.3

- 74.5

- 91.9

- 115

- 72.8

- 90.2

- 112

- 141

- 3.0

- 21 90 1670 2690 1990 1130 1070 1610 1550 2070 1950 2550 2390 3130 2930 3900 3630 2090 1610 2570 1950 1860 1820 2660 2580

- -

- -

-

- -

-

- -

-

- 4.0

- 21 00 1130 2570 1340 1090 988 1590 1390 1990 1730 2450 21 10 3010 2570 3740 31 40 2030 1130 2490 1350 1820 1740 2590 2460

- - - - - - - - - - -

14.0

453 107 540 125 31 8 150 393 184 486 226 587 270 704 322 848 381 593 108 71 7 128 71 7 402 903 498 1100 603 1310 724

-

- -

-

-

711 606 521 172 145 124 848 722 621 200 169 144 496 424 365 238 201 173 613 523 451 292 247 212

1 758 647 558 359 304 260 917 783 675

250x1 50 5.0

* 6.3

8.0

10.0

12.5

16.0

300x1 00 8.0

10.0

300x200 * 6.3

+=-P 1370 1180 1030 8.0 784 667 574 1670 1440 1250 950 808 694

10.0 3280 31 90 4040 3930

- 3200 3030 3940 3730

- 2220 1360

12.5 2680 1640

2000 1720 1500 1140 I 971 I 834

16.0 5070 4920

4940 4660

3330 1990

1620 878 1670 638 2050 775

- -

400x200 * 8.0 2740 2650

2700 2550

2370 1430

2650 2600 2540 2470 2420 2220 2050 1730 3780 3780 3680 3540 3440 3040 2570 2110

10.0 3910 3780

3840 3700

3350 1740

12.5 4980 4790

4900 4560

41 30 2110

251 0 935

16.0 6270 6020 -

61 60 5720 -

51 60 2570

3090 1140 -


D-16 Licensed copy:tonygee, TONY GEE AND PARTNERS, 04/04/2007, Uncontrolled Copy, © SCI

BS 5950-1 : 2000

Mass

Per Meter

kg 85.4

106

131

166

98.0

122

151

191

235

COMPRESSION

Axis

P,,

P,

P,

P,,

P,,

P,

P,

P,

P,

P,

P,, P,

P,

P, P,

P, P,

P,,

Size

D x B mm

450x250

500x300

Designation Wall

Thickness t

mm 8.0

10.0

12.5

16.0

'8.0

* 10.0

12.5

16.0

20.0


2470


2330 2180 3040 2980 2920 4310 4290 4240 4280 4200 4090 # 5930 5890 5810 5880 5740 5580 7490 7440 7330 7420 7250 7040 # 3330 3330 3310 3330 3290 3240 4670 4670 4620

5.0

2970 2840 4180 3960 5720 5370 7220 6750 3280 3180 4570 4420 6450 6320 8390 8060 10100 9660

- - -

ComF

6.0

2930 2730 4110 3770 5620 5070 7090 6350 3240 31 10 4510 4310 6360 61 70 8270 7790 9920 9320

-

-

'ession resistance, P,,, P, (kN) for

Effective lengths, LE (m) 7.0 8.0 9.0 10.0

I I i

2880 I 2830 I 2760 I 2680

5780 I 5080 I 4360 I 3720 3200 I 3150 I 3100 I 3040 3020 2900 2750 2570 4450 4380 4290 4190 4160 3960 3710 3430 6320 6310 6160 5970 5900 5520 5050 4520 8130 7970 7770 7530 7410 6920 6300 5610 9760 9560 9330 9050 8870 8270 7520 6690

- 11.0

- 2580 1750 3630 2130 4660 2590 5830 3170 2970 2350 4080 3250 5750 3990 7240 4930 8700 5880

- -

- -

-

- -

-

-

Y


D - 1 7


6.0

0.654 0.776 0.879 1.33 1.60 1.83 2.23 2.38 3.26 3.81 4.27 4.69 4.90 5.74 6.47 7.13 8.39 9.68 11.3 12.8 14.4 17.0 19.3 22.8 26.0 29.1 35.2 36.0 41.3 46.5 56.3 74.4 85.7 96.7 118 137

7.0

0.483 0.574 0.650 0.982 1.19 1.35 1.65 1.76 2.42 2.83 3.17 3.48 3.64 4.26 4.81 5.30 6.23 7.22 8.42 9.57 10.7 12.7 14.4 17.1 19.5 21.8 26.4 27.1 31.0 34.9 42.3 56.5 65.1 73.5 89.7 104

16.9 19.8 22.3 24.5 24.9 29.2 33.0 36.5 43.0 46.9 54.9 62.5 70.1 83.3 85.9 102 117 131 159 148 170 192 234 248 287 326 401 471

12.1 14.2 15.9 17.5 18.0 21.1 23.8 26.3 31.0 34.5 40.3 45.9 51.4 61.0 65.2 77.3 88.4 99.2 120 116 133 150 183 209 242 274 336 394


COLD FORMED CIRCULAR HOLLOW SECTIONS


X X

Y COMPRESSION RESISTANCE FOR S355 - Mass

Per Meter

kg - 1.23 1.50 1.77 1.56 1.92 2.27 2.93 3.24

-

ation Des Outside Diameter

D mm 26.9

33.7

42.4

48.3

60.3

76.1

88.9

114.3


length 4.0 - - 1.44 1.71 1.94 2.90 3.51 4.00 4.89 5.22

-

Wall Thickness

t mm

2.0 2.5 3.0 2.0 2.5 3.0 4.0 4.5

.ffectiv 3.5 - - 1.86 2.21 2.51 3.75 4.53 5.17 6.32 6.75

-

LE (m - 5.0

- 0.933 1.11 1.26 1.89 2.29 2.60 3.18 3.40

-

- 10.0

- 0.240 0.284 0.322 0.488 0.590 0.672 0.821 0.876

-

- 1 .o - 18.1 21.7 24.7 32.7 39.8 45.8 56.9 61.4

-

- 1.5

- 9.1 1 10.8 12.3 17.6 21.3 24.4 30.0 32.2

-

- 2.0

- 5.38 6.40 7.26 10.6 12.9 14.7 18.0 19.3

-

- 8.0

- 0.372 0.441 0.500 0.756 0.91 5 1.04 1.27 1.36

-

- 9.0

- 0.295 0.350 0.396 0.600 0.726 0.827 1.01 1.08

-

2.46 2.91 3.36 3.79 2.82 3.35 3.87 4.37 5.34 3.56 4.24 4.90 5.55 6.82 4.54 5.41 6.27 7.1 1 8.77 6.36 7.37 8.38 10.3 8.23 9.56 10.9 13.5 16.0

-

-

-

-

-

-

67.1 78.9 89.8 99.8 86.9 103 117 131 158 126 150 1 72 194 237 176 21 0 242 274 338 257 298 339 41 7 351 407 463 573 678

-

-

-

-

-

-

40.1 47.0 53.1 58.5 56.4 66.3 75.2 83.5 99.2 94.3 1 1 1 127 143 172 146 174 201 226 278 224 259 294 361 321 372 423 523 61 8

-

-

-

-

-

-

25.1 29.4 33.0 36.4 36.4 42.8 48.4 53.5 63.3 66.1 77.5 88.4 99.3 118 114 135 155 175 21 3 186 21 4 243 297 287 332 377 465 549

-

-

-

-

-

-

9.10 10.6 12.0 13.1 13.6 15.9 17.9 19.8 23.3 26.3 30.7 34.9 39.1 46.4 50.6 60.0 68.5 76.8 93.0 91.8 105 119 144 1 74 201 227 278 325

-

-

-

-

-

-

7.08 8.28 9.29 10.2 10.6 12.4 14.0 15.4 18.2

-

4.63 5.41 6.07 6.66 6.94 8.13 9.17 10.1 11.9 13.6 15.9 18.1 20.3 24.0 27.0 31.9 36.4 40.8 49.3 50.1 57.4 64.6 78.3 102 117 132 161 188

-

-

-

-

-

-

1.87 2.18 2.45 2.68 2.81 3.29 3.71 4.09 4.81

-

1.48 1.73 1.94 2.1 3 2.24 2.62 2.95 3.25 3.83 4.45 5.19 5.90 6.61 7.81 8.95 10.6 12.1 13.5 16.3 16.9 19.3 21.8 26.3 35.7 41 .O 46.3 56.5 65.7

-

-

-

-

-

-

1.21 1.41 1.58 1.73 1.82 2.13 2.40 2.65 3.1 1

-

2.5 3.0 3.5 4.0 2.5 3.0 3.5 4.0 5.0

20.6 24.1 27.4 30.7 36.4 40.2 47.6 54.4 60.9 73.8 73.7 84.5 95.3 116 144 166 188 230 269

-

-

-

-

5.58 6.52 7.40 8.29 9.80 11.2 13.3 15.1 16.9 20.5 21.1 24.2 27.2 32.9 44.3 51 .O 57.6 70.3 81.8

-

-

-

-

3.63 4.24 4.81 5.39 6.37 7.31 8.65 9.87 11.0 13.3 13.8 15.8 17.8 21.5 29.3 33.7 38.0 46.4 54.0

-

-

-

-

2.5 3.0 3.5 4.0 5.0 2.5 3.0 3.5 4.0 5.0 3.0 3.5 4.0 5.0 3.0 3.5 4.0 5.0 6.0


D - 1 8


COMPRESSION

409 505 596 773 941 1140

BS 5950-1 : 2000

356 307 226 439 378 278 517 444 326 669 573 419 811 693 504 978 832 603

BS EN 10219-2: 1997

COLD FORMED CIRCULAR HOLLOW SECTIONS


103 127 148 190 228 271

D

83.5 68.9 102 84.4 120 98.8 153 126 184 152 219 180

16.2 20.1 24.0 31.6 39.0 48.0 18.7 21.0 23.3 27.8 36.6 45.3 55.9

722 686 647 901 855 806 1070 1020 958 1410 1340 1260 1740 1650 1550 2140 2020 1900 845 810 772 948 908 866 1050 1010 959 1260 1200 1150 1660 1580 1510 2040 1950 1860 2520 2410 2290

557 693 822 1080 1320 1610 688 771 854 1020 1340 1650 2020

506 454 355 629 564 440 746 667 520 973 868 674 1190 1060 819 1450 1290 990 640 589 485 717 660 543 794 730 600 947 870 714 1240 1140 931 1530 1400 1140 1870 1710 1380

174 215 253 326 395 474

142 117 175 145 206 171 265 220 321 266 386 319


Desi!

Meter :I- Compression resistance, P, (kN) ation Wall

Thickness t

mm 4.0 5.0 6.0 8.0 10.0 12.5 4.0 5.0 6.0 8.0 10.0 12.5 4.0 4.5 5.0 6.0 8.0 10.0 12.5

Outside Diameter

D mm

for Effective lengths, LE (m -

7.0 2.5 6.0 8.0 I 9.0 I I0.O

139.7 508 628 744 972 1190 1450

460 569 673 877 1070 1300

1 70 208 244 31 2 376 449

131 160 188 240 289 344

168.3 604 753 894 1170 1440 1760 732 820 909 1090 1430 1760 21 60

-

-

276 342 403 520 632 761

217 268 31 6 408 494 594

193.7 391 436 482 573 745 907 1100 -

31 4 35 1 387 460 597 725 878 -


D - 1 9


ation Wall

Thickness t

mm 4.0 4.5 5.0 6.0 8.0 10.0 12.0 12.5 16.0 4.5 5.0 6.0 8.0 10.0 12.0 12.5 16.0 4.0 4.5 5.0 6.0 8.0 10.0 12.0 12.5 16.0 5.0 6.0 8.0 10.0 12.0 12.5 16.0 5.0 6.0 8.0 10.0 12.0 12.5 16.0

Mass

Per Meter

kg 21.2 23.8 26.4 31.5 41.6 51.6 61.3 63.7 80.1 26.6 29.5 35.3 46.7 57.8 68.8 71.5 90.2 26.5 29.8 33.0 39.5 52.3 64.9 77.2 80.3 101 39.3 47.0 62.3 77.4 92.3 96.0 121 43.2 51.7 68.6 85.2 102 106 134


COLD FORMED D CIRCULAR HOLLOW SECTIONS


X X

Y COMPRESSION RESISTANCE FOR S355

Desi! Compression resistance, P, (kN) for

Effective lengtt - Outside Diameter

D mm

LE (m - 9.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 10.0 11.0 12.0

- 180 201 222 264 342 41 7 487 504 61 6 273 302 358 467 571 670 693 855 327 370 409 485 634 778 91 6 946 1170 640 759 1010 1230 1450 1500 1880

-

-

-

13.0 14.0

896 1010 1110 1330 1760 21 70 2580 2670 3350 1140 1270 1520 2000 2480 2950 3060 3860 1110 1300 1440 1720 2280 2820 3360 3480 4400 1720 2090 2770 3440 41 20 4250 5400

-

-

-

81 6 915 1010 1210 1600 1970 2330 2420 3030 1060 1170 1400 1850 2290 271 0 2820 3540 1040 1220 1350 1610 21 30 2640 31 30 3250 4090 1630 1980 2630 3260 3890 4020 51 00

-

-

-

723 81 1 898 1070 1410 1730 2050 21 30 2650 959 1060 1270 1670 2060 2450 2540 31 80 96 1 1120 1240 1480 1960 2420 2880 2980 3750 1530 1860 2470 3060 3650 3780 4790

-

-

-

620 694 768 91 6 1200 1470 1740 1800 2230 847 938 1120 1470 1810 2140 2220 2780 874 1020 1130 1340 1770 21 90 2590 2680 3370 1430 1730 2300 2840 3390 3500 4430

-

-

-

517 579 640 762 996 1220 1430 1490 1830 729 807 961 1260 1550 1830 1890 2360 779 901 997 1190 1560 1930 2280 2360 2950 1310 1590 21 00 2600 3100 3200 4040

-

-

-

427 477 527 627 81 8 999 1170 1210 1490 61 6 682 81 1 1060 1300 1530 1590 1970 68 1 783 866 1030 1350 1670 1970 2040 2540 1190 1430 1900 2340 2780 2880 3630

-

-

-

352 394 435 51 7 673 821 962 997 1220 51 8 573 681 890 1090 1280 1330 1640 589 673 744 884 1160 1430 1680 1740 21 60 1060 1270 1690 2080 2470 2550 321 0

-

-

-

293 327 362 430 559 68 1 797 826 1010 437 483 573 749 91 7 1080 1110 1380 506 576 637 756 991 1220 1440 1480 1840 940 1120 1490 1830 21 70 2240 281 0

-

-

-

246 275 304 361 470 572 669 693 847 370 409 486 634 776 91 1 943 1160 435 494 546 649 849 1040 1230 1270 1570 827 985 1310 1600 1890 1960 2460

-

-

-

209 234 258 307 399 485 568 588 71 8 317 350 41 5 542 663 778 804 993 376 426 471 559 731 898 1060 1090 1350 727 864 1140 1400 1660 1710 21 50

-

-

-

156 174 192 228 297 361 422 437 533 238 263 31 2 406 497 583 603 743 286 323 357 424 554 680 800 826 1020 566 670 888 1090 1280 1330 1660

-

-

-

137 152 168 200 260 316 369 382 466 209 230 273 356 436 51 1 528 651 252 285 31 5 373 488 598 703 726 898 502 594 787 963 1140 1170 1470

-

-

-

219.1

244.5

273

323.9

355.6 1820 2330 3080 3840 4580 4750 6020 -

1740 2220 2940 3660 4360 4520 5720 -

1650 21 00 2780 3460 41 30 4280 541 0 -

1560 1980 2620 3250 3880 4020 5080 -

1460 1840 2430 3020 3600 3730 4700 -

1350 1690 2230 2770 3300 341 0 4300 -

1230 1540 2020 251 0 2990 3080 3880 -

1110 1380 1820 2250 2680 2760 3460 -

999 1230 1620 2000 2380 2450 3070 -

892 1090 1430 1770 2110 21 70 271 0 -

795 970 1270 1570 1870 1920 2400 -

709 863 1130 1390 1660 1700 21 30 -

634 770 1010 1240 1480 1520 1900 -

* Section is slender under axial compression and allowance has been made in calculating the compression resistance which is given in italic type. FOR EXPLANATION OF TABLES SEE NOTE 6.1

D - 20


1880 1740 1590 2560 2350 2140 3190 2920 2660 3800 3480 3170 3930 3600 3270 4950 4530 4110

I

2560 3550 4440 5290 5500 6960

2480 2380 3420 3280 4280 4090 5100 4870 5300 5060 6690 6390

4010 4970 5960 6210

3920 3780 4860 4680 5830 5610 6070 5840

3290 4060 4860 5060

3100 2900 2690 3830 3580 3320 4580 4270 3960 4770 4450 4120


COLD CIRCULAR HO

SUBJECT TO AX

FORMED ,LOW SECTIONS AL COMPRESSION

D

1

Desir iation cc ipression resistance, P, (kN) for

Effective lengths, LF (m)

Mass

Per Meter

kg - 59.2 78.6 97.8 117 121 1 54 88.6 110 132 137 174 98.6 123 147 153 194

-

-

Outside Diameter

D mm

Wall Thickness

t mm

- 11.0

- 1450 1940 2400 2870 2960 371 0 2480 3050 3640 3790 4780 3000 3730 4450 4640 5850

-

-

-

- 13.0

- 1180 1580 1950 2320 2390 3000 2080 2550 3040 31 70 3990 2590 321 0 3820 3990 5020

-

-

-

- 12.0

1310 1750 2170 2580 2660 3340

2.0 I 3.0 I 4.0 5.0

- 2270 31 20 3890 4640 481 0 6070

6.0

- 2150 2950 3670 4380 4540 5730

7.0 I 8.0 I 9.0 I 10.0 14.0

pi 1420 1760 2090 21 50 2700

- ' 2880 3630 2390 7

406.4 6.0 8.0 10.0 12.0 12.5 16.0

2020 2760 3440 41 00 4250 5350

3620 4480 5370 5600 7090 4080 5110 61 20 6380 8070

-

-

3460 4280 51 30 5340 6760 3930 491 0 5880 61 30 7750

-

-

2270 2800 3330 3470 4370 2800 3470 41 40 431 0 5430 -

457

508

8.0 10.0 12.0 12.5 16.0 8.0 10.0 12.0 12.5 16.0

Section is slender under axial compression and allowance has been made in calculating the compression resistance which is given in italic type. FOR EXPLANATION OF TABLES SEE NOTE 6.1

D - 21


BS EN 10219-2: 1997 COMPRESSION

COLD-FORMED SQUARE HOLLOW SECTIONS

D Y r i



Designation l t x T p G i + ","e": I Compression resistance, P, (kN)

for

0.589 0.453 0.360 0.671 0.516 0.409 t t 0.732 0.563 0.446 1.07 0.828 0.657

1.38 1.07 0.845 1.23 0.950 0.754

2.69 2.08 1.65 3.17 2.44 1.94 3.62 2.79 2.22 4.31 3.32 2.64 5.40 4.18 3.33 6.43 4.98 3.96 7.43 5.75 4.58 9.07 7.01 5.58 10.4 8.00 6.37 13.2 10.2 8.16

19.1 14.8 11.8 16.4 12.7 10.1

18.2 14.1 11.3 21.1 16.4 13.1 23.9 18.6 14.9 26.5 20.6 16.5 31.4 24.4 19.5 31.6 24.7 19.7 36.1 28.1 22.5 39.9 31.1 24.9 47.9 37.3 29.8

45.0 35.2 28.2

57.1 44.6 35.8

78.6 61.4 49.2 61.4 48.1 38.7 78.4 61.5 49.4

108 84.9 68.2 129 101 80.9 134 106 85.4 163 128 104 188 148 120

z: 208 ;I; 180 I I

54.2 42.2 33.7

51.5 40.2 32.3

68.6 53.6 43.0

94.6 74.1 59.6

10.0

0.292 0.332 0.363 0.534 0.613 0.687

I 58 1 .a1

1.35

2.15 2.71 3.23 3.73 4.55 5.19 6.66 8.25 9.62 9.22 10.7 12.1 13.4 15.9 16.2 18.4 20.3 24.4 27.6 23.1 26.5 29.4 35.2 40.3 31 .a

48.9 40.6

56.0 66.4 70.4 85.4 98.7

I 38 120


D - 22 REV 2002


COMPRESSION

Size

D x D mm

Wall Thickness

t mm

for

8.0 lengths,

164 201 234 288 338 200 245 286 354 418 239 293 343 427 507 404 474 597 714 792 813 533 627 795 954 1070 1100 1080 1380 1680 1930 1990 2040 2510 2900 3010

LE (m) 9.0

134 164 190 234 274 163 200 233 288 340 196 240 281 349 414 334 392 493 588

652 668 445 523 663 795 891 916 927 1190 1450 1650 1700 1810 2230 2580 2670

160x160 *4.0 5.0 6.0 8.0

200x200

250x250

6.0 8.0 10.0 12.0 12.5 *5.0 6.0 8.0 10.0 12.0 12.5

*6.0 8.0 10.0 12.0 12.5

300x300 *8.0 10.0 12.0 12.5

BS 5950-1 : 2000



D


Designation Mass

Per Meter

kg 16.8 20.7 24.5 31.4 38.1 18.0 22.3 26.4 33.9 41.3

-

-

Compression resistance, P, (kN)

- 6.0

- 264 324 377 465 549 31 6 388 454 564 668 372 457 536 67 1 799 608 71 5 905 1090 1220 1250 770 908 1160 1400 1580 1630 1410 1830 2230 2570 2660

-

-

-

-

-

iffecth 7.0 - -

14.0

- 59.5 72.7 84.5 103 121 73.1 89.6 104 129 151 88.6 108 127 157 186 154 180 226 269 297 304 209 246 310 37 1 414 425 466 595 720 817 843 985 1200 1390 1440

-

-

-

-

-

-

-

- 2.0 -

3.0 - 5.0

- 344 422 492 610 722 405 498 583 729 867 469 577 678 853 1020 743 875 1110 1340 1510 1550 91 2 1080 1380 1670 1910 1970 1550 2050 251 0 2900 3000

-

-

-

-

-

- 10.0

- 111 135 157 193 227 135 166 193 239 282 163 200 234 290 344 280 328 41 2 49 1 544 558 375 44 1 558 668 749 769 800 1030 1240 1420 1460 1600 1970 2270 2360

-

-

-

-

-

-

-

- 11.0

- 93.1 114 132 162 190 114 140 163 201 237 138 168 197 245 290 237 278 349 416 460 471 320 376 475 568 636 653 692 887 1070 1220 1260 1420 1730 2000 2080

-

-

-

-

-

-

-

- 12.0 - 13.0

- 68.3 83.6 97.1 119 139 83.9 103 120 148 174 102 124 145 180 213 176 206 258 308 340 349 239 280 354 423 473 486 528 675 817 928 958 1110 1350 1560 1620

-

-

-

-

-

-

-

4.0

660 81 7 963 1230 1480 723 895 1060 1350 1640 713 973 1150 1480 1790 1130 1340 1720 2100 241 0 2490 1150 1520 1970 2410 2790 2880 1710 2590 31 80 3710 3840

-

-

-

-

-

560 691 812 1030 1230 626 774 91 1 1160 1400 692 855 1010 1290 1560 1020 1200 1550 1880 21 50 2220 1120 1390 1800 2200 2530 2610 1610 2430 2980 3470 3590

-

-

-

-

-

447 550 644 804 957 51 4 634 744 937 1120 582 717 845 1070 1290 886 1050 1340 1620 1840 1890 1050 1240 1600 1950 2240 2310 1550 2250 2760 3200 3310

-

-

-

-

-

206 253 294 362 426 249 306 357 442 523 296 363 426 531 631 494 580 732 877 976 1000 64 1 755 960 1160 1300 1340 1240 1600 1950 2240 231 0

-

-

-

-

-

79.3 97.0 113 138 162 97.3 119 139 171 202 118 144 168 209 247 203 238 299 356 393 403 275 323 408 488 546 561 603 771 934 1060 1100 1250 1530 1760 1830

-

-

-

-

-

-

-

10.0

5.0 6.0

10.0 19.3 23.8 28.3 36.5 44.4 27.0 32.1 41.5 50.7 58.5 60.5 30.1 35.8 46.5 57.0 66.0 68.3 45.2 59.1 72.7 84.8 88.0

-

-

-

71.6 88.4 104 108 -

3060 3970 4630 4800 -

2980 3770 4390 4560

2880 3560 4140' 4300

2690 3320 3870 4020

2490 3070 3570 3700

2270 2790 3240 3360

Section may be slender under axial compression. Values in italic type indicate that the section is slender when loaded to capacity and allowance has been made in calculating

the capacity. FOR EXPLANATION OF TABLES SEE NOTE 6.1

D - 2 3 REV 2002


ination


COLD-FORMED RECTANGULAR HOLLOW SECTIONS SUBJECT TO AXIAL COMPRESSION

I COMPRESSION RESISTANCE FOR S355 Y

Corn1 'ession

Effecti

3.5 -

- 11.9 4.23 14.0 4.98 15.9 5.58

-

-

Des esistance, P,,, P, (kN)

? lengths, LE (rn) for

9.29 6.11 4.32 3.21 3.28 2.13 1.49 1.10 11.0 7.21 5.10 3.79 3.85 2.50 1.75 1.30

Size

D x B rnrn

50x25

50x30

60x30

60x40

70x40

70x50

80x40

Wall Thickness

t rnrn

2.0

2.5

1.5 2.0 2.5 3.0

I I I

47.5 31.4 21.7 15.7 2.48 I 1.98 I 1.61 0.850 0.675 0.548 20.3 1 12.1 1 :,: 1 1.:;

56.6 37.2 25.7 18.6 23.9 14.3 9.42 6.68 64.8 42.4 26.9 16.0 10.6 7.49

2.93 I 2.33 I 1.90 0.999 0.792 0.644

3.0 12.4 8.17 5.77 4.29 1 4.32 I 2.80 I 1.96 I 1.45

2.0 13.4 6.41

10.5 6.92 4.89 3.64 4.97 I 3.24 I 2.28 I 1.69

52.8 35.2 24.4 17.8 29.6 18.0 12.0 8.57 63.1 41.9 29.0 21.0 35.1 21.4 14.2 10.1 73.0 48.3 33.3 24.2 39.5 23.9 15.9 11.3 88.7 58.0 39.9 28.9 47.3 28.5 19.0 13.5 100 70.5 50.1 36.8 47.0 28.6 19.1 13.6 125 86.4 61.0 44.7 56.0 33.9 22.5 16.0 102 73.2 52.7 39.0 70.7 45.5 31.1 22.4

2.5 15.9 7.58 18.3 8.47 21 .8 10.1 28.1 10.2 34.0 12.0 29.9 16.9

- -

- - -

12.4 8.18 5.79 4.30 5.88 I 3.83 I 2.69 I 1.99

3.0

4.0

3.0

4.0

4.53 3.61 2.94 2.03 I 1.61 I 1.31

22.0 14.6 10.3 7.72 7.88 1 5.73 1 3.61 1 2.67

5.97 4.76 3.88 2.06 1 1.63 1 1.33 7.21 5.75 4.69 2.42 1.92 1.56 6.41 5.11 4.17 3.50 2.78 2.27 7.42 5.92 4.83 4.02 3.20 2.60 9.04 7.20 5.88 4.85 3.86 3.14 10.4 8.27 6.75 5.47 4.35 3.54 10.7 8.57 7.00 4.64 3.69 3.00 13.3 10.6 8.68 5.62 4.47 3.64 12.6 10.1 8.24 7.68 6.12 4.99 15.7 12.6 10.3 9.46 7.53 6.14

2.5 23.5 13.2

15.6 11.1 8.28 8.64 6.10 4.53 18.1 12.8 9.58 9.94 7.01 5.21 22.0 15.6 11.7 12.0 8.47 6.29 25.4 18.0 13.4 13.6 9.56 7.09 25.9 18.5 13.8 11.4 8.08 6.00 32.2 22.9 17.2 13.9 9.80 7.28 30.4 21.7 16.3 18.8 13.3 9.92

3.0 119 85.3 61.2 45.3 81.8 1 52.5 1 35.8 1 25.8

34.6 19.5 42.3 23.5 48.8 26.6 48.9 22.4

-

-

-

27.3 15.2

4.0 33.3 18.3 38.3 20.7

5.0 87.0 64.0 ;:: I ii.38 I 49.3 I 35.4 3.0 148 83.9 63.3

93.3 I l:.: I 41.1 I 29.7 38.7 17.4

4.0 188 115

60.9 27.2

48.2 21.2

167 133 21 3 167 176 104 224 130

-

-

-

57.2 36.2

45.4 28.4

3.0

4.0

3.0

71.5 44.8 65.9 25.2

- 56.7 37.9 20.3 35.1 I 23.2 I :::: I 12.2 80.6 59.0

84.2 67.6 46.2 33.4 179 137 105 83.9 57.3 41.3

52.6 35.5 25.4 19.1 19.6 I 12.9 1 9.10 1 6.76

14.8 1 ll.: 1 5.22 4.15 18.4 14.7 12.0 6.44 5.12 4.17 21.5 14.0 7.36 5.85 4.76

4.0 82.3 31.1

5.0 96.5 35.7


D - 24 REV2002 -


Axis

P,

P, P,

P,

P, P,,

P, P,

P, P, P, P,, P, P,,

P, P, P, P,, P, P,, P, P,,

P, P,

P, P,

P, P,

P, P,

P, P,

P, P, P, P, P, P,,

P, P, P,

P,

P, P,

1.0

227 199 293 256 355 308 247 232 318 298 389 363 252 217 289 249 324 278 396 338 255 193 328 244 401 294 276 235 357 302 437 367 507 422 297 270 342 310 385 348 472 426 549 493

9.0 10.0

13.8 11.3 6.87 5.60

~ 17.4 I 8.57 ~ 20.3

9.94

~ 10.4 ~ 19.8

12.9 23.5 15.3 18.4 7.66 20.8 8.65 22.9 9.44 27.2 11.1 20.6 5.14 25.7 6.27 30.4 7.33 23.6 8.40 29.7 10.5 35.3 12.3 39.8 13.7 26.7 12.5 30.3 14.3 33.6 15.8 40.2 18.7 45.5 21.1

' 15.9

14.2 6.99 16.6 8.11 13.0 8.47 16.2 10.5 19.2 12.5 15.1 6.24 17.0 7.05 18.8 7.70 22.2 9.08 16.9 4.19 21.1 5.11 24.9 5.97 19.4 6.85 24.3 8.55 28.9 10.0 32.6 11.2 21.9 10.2 24.9 11.6 27.5 12.9 33.0 15.2 37.3 17.2



B

7-


Mass

Per Metei

kg - 5.66

- 7.34

- 8.91

- 6.13

- 7.97

- 9.70

- 6.13

- 7.06

- 7.97

- 9.70

- 6.13

- 7.97

- 9.70

- 6.60

- 8.59

- 10.5

- 12.3

- 7.07

- 8.16

ComF ession

Effecti 3.5 -

- 76.1 40.6 96.0 50.8 113 59.2 86.6 59.7 108 74.4 129 88.6 97.7 45.2 111 51.1 123 55.9 146 66.2 107 31.1 135 38.0 160 44.6 121 49.5 153 62.0 184 72.8 208 81.7 135 71.8 154 81.7 171 90.7 206 108 235 122

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

Des Size

D x B mm

80x50

80x60

90x50

100x40

100x50

100x60

nation Wall

Thickness t

mm 3.0

4.0

5.0

esistance, P,, P, (kN)

? lengths, LE (m) for

61.0 41.2

- 7.0

- 22.2 11.1 27.9 13.9 32.7 16.1 25.5 16.8 31.8 20.8 37.8 24.7 29.4 12.4 33.3 14.0 36.7 15.3 43.5 18.1 32.8 8.37 41.1 10.2 48.6 11.9 37.7 13.6 47.3 17.0 56.4 19.9 63.5 22.3 42.4 20.3 48.3 23.0 53.5 25.5 64.2 30.2 72.6 34.1

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

1.5

195 147 251 187 302 222 21 5 187 275 238 335 288 223 162 255 185 285 204 347 246 228 127 293 158 357 188 249 176 320 224 39 1 268 452 306 269 220 31 0 252 347 282 425 34 1 493 392

8.0

17.3 8.62 21.7 10.8 25.4 12.5 19.9 13.0 24.7 16.1 29.4. 19.2 22.9 9.61 25.9 10.9 28.6 11.8 33.9 14.0 25.7 6.47 32.1 7.88 37.9 9.22 29.4 10.5 37.0 13.2 44.0 15.4 49.6 17.3 33.2 15.7 37.8 17.9 41.8 19.8 50.2 23.4 56.7 26.4

31.9 1 21.1 1 :::: 76.8 51.8 37.2 39.9 26.3 90.2 60.8 43.6 46.4 30.6 21.7 69.5 47.2 33.9 3.0

4.0

5.0

3.0

3.5

4.0

5.0

3.0

4.0

5.0

3.0

4.0

5.0

6.0

3.0

3.5

111 I 77.0 I 56.0 :";6" I 38.0 I 27.1 87.6 63.7

106 4.0 9.22

5.0 11.3 255 140 427 356 290

212 6.0 13.2 96.0


D - 2 5 REV 2002


Axis

P, P, P,, P, P,, P, P,, P, P, P, P,,

P, P,

P,

P,, P, P, P, P,, P, P, P, P, P, P, P,, P,, P, P,, P, P, P, P, P, P,

P,, P, P,, P, P, P, P, PCy

P,

- 1.0

339 328 441 426 542 524 279 224 391 286 480 344 321 297 399 355 449 399 553 488 646 568 364 346 506 480 624 591 731 691 916 864 372 351 571 533 705 658 828 771 1040 970 1250 1160

COMPRESS I0 N BS EN 10219-2: 1997


B Y


Per Mete1

kg 8.01

nation Compression

Effecti Tl 40.7 32.7 26.8

Des esistance, P,,, P, (kN)

? lengths, LE (m) for

134 93.7 68.4 51.9 102 69.8 50.4 38.0

119 87.2 66.1 88.6 63.9 48.1

Size

D x B mm

Wall Thickness

t mm

1.5

100x80 3.0 309 290

274 235 245 199 158 126 ’ 355 303 252 208 316 255 202 434 369 306 251

29.6 I 23.7 I :%: 1 51.8 41.6 10.5

- 12.8

4.0

5.0

401 375 492 460 262 149 359 188

XI: I ’lli I 105 I 79.6 76.5 57.6

129 91.2 67.0 51.0 384 I 308 I tiz I 249 218

44.9 3.0 7.07 120x40

120x60

9T; i y7; 1 423; i ;I%;

122 83.6 60.4 45.6

2,:; I ::: I 13.3 f 9.88 84.7 64.5 4.0 9.22

- 11.3

- 8.01

- 9.26

X; :3.. ::: 12.3 76.8

41.3 27.1 19.1 14.2 5.0 439

222 298 252 369 290 41 5 325 510 395 595 456 340 327 470 425

* 3.0 ::l 1 ::: 1 84.1 1 64.2 66.7 44.6 31.8 23.8

96.5 73.7 76.1 50.9 36.3 27.1 204 146 107 82.0

3.5

4.0 10.5 !i: 184 ::: 107 406 294

297 220 165 127 5.0 12.8

- 15.1

- 8.96

101 I 67.1 I 47.8 I 35.7 6.0

* 3.0 31.4 20.5

120x80 * 429 383 334 286 4.0 11.7 %qq%j-% 182 125 89.9 67.7

5.0 14.4

- 17.0

579 522 677 608 845 753 352 317

6.0 51 0 259

8.0 21.4

140x80 * 3.0 9.90

z’ :?jl

206 166 458 412 365

404 265 212 13.0

- 16.0

18.9 -

4.0

5.0

6.0

537 474 662 583 777 681 977 849 1170 1010

WI 60.6 48.6 39.8

I 155 I 125 I 103 I

239 I 163 I I 828348 548 405 8.0 23.9

- 28.7

- 10.0


D - 26 REV 2002


402 275 493 335 577

311 240 195 143 380 292 237 174 443 340

I 117 242

' 135 ' 148 54.6 171 62.9 207 75.4 159 50.5 194 60.8 225 70.2 274 84.6 319 96.5 182 80.7 222 98.3 259

96.3 200 111 123

44.7 142 51.5 171 61.7 132 41.4 161 49.8 187 57.5 228 69.3 265 79.0 152 66.4 185 80.8 216



B Y

I


Per Mete1

kg 14.9

nation

Axis t Comr: ir ession

Effecti

Des esistance, P,, P, (kN)

? lengths, LE (m) for Size

D x B mm

Wall Thickness

t mm

1.5 2.0 I 25 I 3.0

3.5 7.0 8.0

150x1 00 4.0 452 329 556 401 651 467 81 1 575 961 672 542 288 633 333 788 405 458 264 634 320 744 371 933 452 1110 52 1 508 380 700 466 823 544 1040 673 1250 79 1

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

187 109 229 132 266 153 324 186 376

-

-

-

-

P,, 642 P, 618 P, 817 P, 785 P, 962 P, 924

P, 1170 P,, 1480 P, 1410 P, 784 P, 724 P, 923 P, 851 P, 1170 P, 1080

P,, 1220

P, 595 P, 553 P, 859 P, 791 P, 1020

618 584 773 72 1 910 848 1160 1070 1390 1290 743 643 874 754 1110 947 572 501 823 704 970 827 1230 1040 1490 1250 629 58 1 895 818 1060 964 1350 1230 1630 1480

588 547 501 526 461 393 726 674 617 648 565 480 855 793 724 760 661 560 1080 999 908 956 825 693 1300 1200 1080 1140 977 815 700 652 599 548 449 360 822 765 701 640 522 417 1040 962 878 796 641 508 547 519 490 458 406 328 781 736 687 602 495 398 920 867 808

150 85.8 182 1 04 212 120 257 146 298 168 182 68.1 210 78.4 255 94.2 1 94 63.0 236 75.9 275 87.5 335 106 390 121 222 100 271 122 316 142 388 173 456 200

5.0 18.3 , 148

1 209

6.0 21.7

8.0 27.7 476 335 245 843 636

283 483 375 290

10.0 33.4 21 5 227 -

160x80 5.0 17.5 87.3 263 101 319 121 240 80.7 293 97.2 34 1 112 417 135 487 155 273

-

-

-

-

-

-

-

-

6.0 20.7

8.0 26.4 697 534 410 223

458 379 180x80 4.0 15.5

5.0 19.1

6.0 22.6

- 28.9

- 35.0

8.0

10.0

1170 1100 1020

1410 1320 1220 1040 657 602 542

P, 1180 P, 1570 P, 1420 P, 652 P, 625 P, 933 P, 888 P, 1110 P, 1050 P, 1410 P, 1340 P, 1710 P, 1620

365 249 1000 617

180x1 00 * 4.0 16.8 128 334 -

* 5.0 20.7 155 390 180 482 220 566 256

-

-

-

-

6.0 24.5 1000 950 868 760 648 1280 1210 1130 1100 955 1550 1460 1360 1320 1140 955

8.0 31.4

10.0 38.1


D - 2 7 REV 2002


COMPRESSION

229 88.7 280 108 327 125 404 154 477 179 256 130 313 158 367 185 457 228 541 268 296 205 363 251 425 293 535 367 636 436

192 73.0 234 88.9 274 103 338 126 398 147 215 107 263 131 308 152 383 188 452 221 249 170 305 208 357 243 449 305 534 361

I BS 5950-1 : 2000



nation Des Compression resistance, P,,, P, (kN) Size

D x B mm

Wall Thickness

t mm -

337 140 413 171 484 198 600 243 71 1 283 375 202 460 247 539 288 675 357 802 420 430 31 1 529 38 1 620 446 783 560 936 667

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

- 276 110 338 1 34 396 155 490 191 578 222 308 160 378 195 442 228 552 282 655 332 355 250 437 307 51 1 359 644 449

-

-

-

-

-

-

-

-

-

-

-

-

-

200x1 00 4.0

5.0

6.0

8.0

10.0

200x1 20 4.0

5.0

6.0

8.0

10.0

200x1 50 ” 4.0

* 5.0

6.0

8.0

10.0 768 534 -


D - 2 8 REV 2002




i COMPRESSION RESISTANCE FOR S355 Y

Compression resistance, P,, P, (kN)


5.0 6.0 I 7.0 I 8.0 I 9.0 I 10.0 I 11.0 I 12.0 I 13.0 I 14.0

Des Size

D x B mm

250x1 5C

300x1 oa

300x200

400x200

Metei

kg 30.1

- 35.8

- 46.5

- 57

- 66

- 68.3

- 35.8

- 46.5

- 57

- 66

- 68.3

- 45.2

- 59.1

- 72.7

- 84.8

- 88

- 71.6

- 88.4

- 104

Thickness t

mm

5.0

4.0

950 794 1230 1070 1720 1370 2100 1650 241 0 1880 2490 1940 1110 71 0 1780 892 2180 1060 2500 1180 2580 1210 1510 1380 2340 2090 2870 2560 3340 2960 3450 3070 2450 2150 3460 3170 4320

1 410

492

548 ~ 266 1 563 i 273 387

79.4 ' 485

98.5 1 585

116 647 127 663 130 580 340 746 434 905 523 1020 592 1050 61 1 1330 557 1640 677 1870 770 1940 796

7

- - - - - -

661 368 779 432 991 545 1190 650 1340 728 1380 746 853 226 1120 281 1350 331 1520 365 1560 373 1110 852 1600 1090 1950 1320 2240 1510 2300 1560 2010 1390 2920 1690 3380 1930 351 0 2000

360 181 424 212 535 267 642 317 717 354 736 363 499 106 627 132

314 156 370 183 467 230 559 274 624 305 64 1 31 3 438 91.4 550 113 663 134 735 147 753 150 653 388 84 1 495 1020 597 1160 676 1180 698 1480 635 1810 772

2080 879

2160 908

6.0

8.0

10.0

12.0

12.5

* 6.0

8.0

10.0

12.0

757 155 840 171 86 1 174 740 446 953 570 1160 687 1310 779 1340 804 1640 729

2010 887

2310 1010 2400 1040

12.5

* 6.0

8.0

10.0

12.0

12.5

* 8.0

10.0

12.0 4440 4090 3680

108 P, 4860 4690 4490 4600 4240 3820 1680 I 1420 I 1210


D - 2 9 REV 2002


BS 5950-1 : 2000

~

COMPRESSION

PARALLEL FLANGE CHANNELS SUBJECT TO CONCENTRIC AXIAL COMPRESSION


X Ex Y

Compression

P, 1630 1390 1110 854 657 513 260x90~35 P, 1580 1580 1540 1490 1450 1400

P, 1380 1180 951 737 569 445 2 6 0 x 7 5 x 2 8 P, 1250 1250 1210 1180 1140 1100

2 0 0 x 9 0 x 3 0

P, 1040 896 180x75~20 P,, 919 890

P, 766 615 150x90~24 P,, 1070 1020

150x75~18 P,, 804 766

P, 677 545 125x65~15 # P,, 650 611

P, 524 392

P, 308 197

P, 954 820

100x50~10 # P, 435 399

728 853 460 969 667 726 409 568 276

- - - -

358 126 -

569 81 4 338 91 1 521

- -

682 302 52 1 196

-

31 1 86.1

44 1 771 253 848 404 635 226 468 144 263 62.1

347 725 195 779 31 7 583 174 41 3 110 219 46.7

,esistanl for

9 length E 221 0 - 1780 ' 550 1660 409 1350 356 1060 196 1200 337 954 190 1050 31 5 828 179 876 277 676 154 707 254 528 138 360 86.2 183 36.4

-

e, P,,, F

' I LE (m) 7

5.0 2580

484 2110 427 1670 375 1550 276 1240 240 970 131 1080 227 858 127 920 21 3 723 120 744 188 571 103 565 172 422 91.8 269 57.0 129 23.9

7

I (kN)

6.0 2470 -

348 - 201 0 308 1550 271 1430 198 1120 172 871 93.0 954 163 754 90.2 783 153 61 4 85.1 61 6 135 470 73.2 446 123 332 65.4 204 40.4 94.6 16.9

7.0 2350 262 1890 232 1420 204 1300 148 990 129 769 69.5 824 122 650 67.4 656 115 51 4 63.6 505 101 384 54.7 353 92.6 263 48.9 158 30.2 71.9 12.5

- 8.0 2220 204 1770 181 1280 159 1170 115 865 100 669 53.8 705 95.2 554 52.3 548 89.2 428 49.4 41 5 78.6 31 5 42.4 284 72.0 21 2 37.9 125 23.3 56.4 9.67

7

-

- .%

163 ~ 1640

145 1140 127 1040 92.1 751 80.3 579 43.0 601 76.1 472 41.7 459 71.3 359 39.4 344 62.9 261 33.8 233 57.6 173 30.3 101 18.6 45.4 7.69

- 134 1510 118 1020 104 91 7 75.3 65 1 65.6 500 35.1 514 62.3 403 34.0 388 58.3 303 32.2 289 51.4 219 27.6 193 47.1 144 24.7 83.7 15.2 37.3 6.26

- -

# Check availability. FOR EXPLANATION OF TABLES SEE NOTE 6.2


I BS 5950-1: 2000 I COMPRESSION I BS 4-1: 1993 I

PARALLEL FLANGE CHANNELS CONNECTED THROUGH WEB


X- TWO OR MORE ROWS OF FASTENERS ARRANGED Il'j f SYMMETRICALLY ACROSS THE WEB AT EACH END


I I Compression resistance, P,,, P, (kN) Section

Designation

I 430x100x64

I 380x100x54

I 300x100x46

I 300x90x41

I 260x90x35

I 260x75x28

I

I 230x90x32

I 230x75x26

I

I 200x90x30

Axis 1.0

P,, 2830 P, 2130 P,, 2370 P, 1790

P, 1520 P,, 1870 P, 1370 P,, 1580 P, 1160 P,, 1250 P, 861

P,, 1460 P, 1080 P,, 1160 P, 808

P,, 1350

P,, 1060

P, 1180 P, 874

P,, 2000

P, 997

P, 743

P,, 919

Lent 1 1.5 I 2.0 I 2.5 I 3.0

1340 1300 1260 1220 862 I 729 1 610 I 501

536

P, 643 531 429 338 253 150x90~24 P,, 1080 1040 1000 955 905

P, 800 692 586 491 404 150x75~18 P,, 809 783 750 715 678

266

470 1 380 1 ::: 1 !'! 629 594 557 349 272 416 383 346 306 192 126 86.1 62.1

for h between Intersections, L (rn)

3.5 I 4.0 I 5.0 I 6.0 I 7.0 I 8.0 I 9.0 I 10.0

249 196 131 93.0 69.5 53.8 43.0 35.1 1310 1270 1170 1070 960 849 745 651 421 337 227 163 122 95.2 76.1 62.3 1040 1010 931 848 759 670 586 511 241 190 127 90.2 67.4 52.3 41.7 34.0 1170 1120 1020 906 790 680 583 501 394 315 213 153 115 89.2 71.3 58.3


D - 31


BS 5950-1 : 2000 COMPRESSION BS 4-1 : 1993

PARALLEL FLANGE CHANNELS CONNECTED THROUGH WEB


ONE ROW OF FASTENERS WITH TWO OR MORE FASTENERS ACROSS THE WEB


I X-

3.5 2730

4.0 5.0 6.0 7.0 8.0 2680 2580 2470 2350 2220

375 1550 276 1240 240 970 131 1080 227 858 127 920 213 723 120

271 204 1430 1300 198 148 1120 990 172 129 871 769 93.0 69.5 954 824 163 122 754 650 90.2 67.4 783 656 153 115 614 514 85.1 63.6

725 195 779 317 583 174 413 110 219 46.7

676 571 470 384 315 154 103 73.2 54.7 42.4 707 565 446 353 284 254 172 123 92.6 72.0 528 422 332 263 212 138 91.8 65.4 48.9 37.9 360 269 204 158 125 86.2 57.0 40.4 30.2 23.3 183 129 94.6 71.9 56.4 36.4 23.9 16.9 12.5 9.67

Corn

Len

ression resistance, Pcx, P, (kN)

th between Intersections. L Im) for Section

Designation 9.0

2090 163

1640 145

1140 127 1040 92.1 751 80.3 579 43.0 601 76.1 472 41.7

10.0 1950 134 1510 118

1020 104 91 7 75.3 651 65.6 500 35.1 51 4 62.3 403 34.0 388 58.3 303 32.2

Axis

pcx

P, pcx

P, pcx

P, pcx

P, pcx

P, pcx

P, pcx

P, pcx

P, pcx

P, pcx

P, pcx

P, pcx P,

pcx

P, pcx

P, pcx

P, pcx

P,

1 .o 2830 21 30 2370 1790 2000 1520 1870 1370 1580 1160 1250 861 1460 1080 1160 808 1350 997 1060 743 1180 874

-

-

-

-

1.5 2830 1860 2370 1570 2000 1340 1870 1180 1580 1000 1250 704 1450 929 1150 665 1320 862 1040 614 1140 756

-

-

-

2.0 2830 1590 2370 1350 1980 1160 1850 985 1540 841 1210 564 1400 784 1120 535 1270 729 1000 497 1100 640

-

-

2.5 2830 1340 2350 1150 1940 988 1800 81 8 1490 701 1180 435 1360 656 1080 41 9 1220 61 0 963 393 1050 536

-

- - -

3.0 2780 1120 2300 973 1890 840 1760 657 1450 569 1140 324 1310 537 1040 313 1170 501 921 294

- -

888 1 1:: 1 484 1 11: 1 1:: 1 :l: 2260 2210 2110 2010 1890 1770 779 427 1840 1780 1670 1550 1420 1280

380x1 00x54

159 1170 115 865 100 669 53.8 705 95.2 554 52.3 548 89.2 428 49.4

- -

-

- -

-

-

681 1710 51 3 1400 445 1100 249 1260 42 1 998 241 1110 394 876 227

-

-

550 1660 409 1350 356 1060 196 1200 337 954 190 1050 31 5 828 179

- -

-

300x90~41

260x90~35

230x75~26

2 0 0 x 9 0 x 3 0 459 71.3

2 0 0 x 7 5 x 2 3 359 39.4

180x90~26 995 441

937 876 744 616 505 415 347 I 277 I 188 I 135 I 101 I 78.6

344 62.9

289 51.4

180x75~20 919 643

890 53 1

853 429

81 4 338

771 253

261 33.8 233 57.6 173 30.3 101 18.6 45.4 7.69

- - -

21 9 27.6 193 47.1 144 24.7 83.7 15.2 37.3 6.26

150x90~24 1070 800

1020 692

969 586

91 1 49 1 682 302 521 196 31 1 86.1

- - - -

848 404 635 226 468 144 263 62.1

- -

-

150x75~18 804 568

766 470

726 380

125x65~15 # 650 441 435 266

- -

61 1 349 399 192

- -

568 272 358 126

- -

100x50~10 #


D - 32


COMPRESSION

W O PARALLEL FLANGE CHANNELS LACED \I

Section Designation

430x1 00x64

380x100~54

300x1 00x46

Space between

Webs

mrn 270 P,

235 P,

170 P,

- s Axis

P,

P,

300x90~41 P,

175 P,

150x75~18

125x65~15 #

100x50~10 #

65 pcx P,

50 p,, P,

40 pcx P,

BS 4-1: 1993

COMPRESSION RESISTANCE FOR S355 - ession

Effectb 1 Cornp &stance, P,,, P, (kN)

! lengths, LE (m) for

2.0

- 5660 5660 4730 4730 3970 3970 3680 3680 3070 3080 2430 2430 2800 2800 2230 2240

-

-

-

- -

- -

w 5560 5360 5150 4930

7.0

- 4690 4700 3770 3780 2840 2850 2590 2590 1980 2000 1540 1540 1650 1660 1300 1330 1310 1310 1030 1020 1010 1030

-

-

- - -

- -

-

-

-

12.0

- 3320 3350 2500 2520 1590 1610 1420 1420 987 1000 757 757

- - -

-

-

I I I

4440 4170 3890 3610

3540 3290 3030 2770 * 2580 2310 2050 1820 2330 2070 1830 1610 2330 2070 1830 1610 1730 1500 1300 1130 1750 1520 1320 1150 1340 1160 1000 869 1340 1160 1000 869 1410 1200 1030 884 1430 1220 1040 899

260x90~35 I 145 I P,

260x75~28 I 155 I P,,

230x90~32 I 120 I P,, 766 780

230x75~26 I 135 I P,, 601 621

1110 944 807 694 1140 970 831 716 1090 917 775 662 1090 916 774 660 855 717 605 516 852 714 603 514 830 689 578 491 845 702 590 501

200x90~30 I 90 I P,, 2540 2540 2000 2000 21 90 2200

- -

570 569

200x75~23 I 105 I P,, 445 443

180x90~26 I 75 I P,, 42 1 430

180x75~20 I 90 I P,, 1710 1710 1940 1940

- 768 774 707 721 525 545 31 6 327 144 147

- - -

- -

630 437 371 635 I z:; I 442 I 375

318 321

150x90~24 I 45 I P,, 279 285 207 21 6 120 124 52.9 54.1

- -

-

-

1700 1410 1130 891 1710 1430 1150 908 1270 1050 841 662 1280 1070 865 685 936 720 539 408 950 738 556 422 526 365 258 189 533 372 263 193

569 466 387 326 581 476 396 334 422 345 287 242 440 360 300 253 250 203 167 141 260 211 174 146 113 90.8 74.6 62.4 115 92.9 76.4 63.8

1450 1460 1140 1140 71 5 71 9

-

- -


D - 33


BS 4-1 : 1993


Space Compression resistance, P,, P, (kN)

Designation Webs Length between Intersections, L (m) Section between for

s Axis 1.0 1.5 2.0 2.5 3.0 3.5 4.0 5.0 6.0 7.0 8.0 9.0 10.0 mm

430x1 00x64 15 P,, 5660 5660 5660 5660 5560 5460 5360 5150 4930 4690 4440 4170 3890

P, 5340 4910 4410 3850 3270 2740 2290 1750 1340 1030 827 677 557

380x1 00x54 15 P,, 4730 4730 4730 4680 4590 4500 4410 4210 4000 3770 3530 3270 3010

P, 4490 4140 3750 3310 2840 2400 2020 1550 1150 920 743 601 502 300x1 00x46 15 P,, 4000 4000 3970 3870 3770 3670 3570 3350 3100 2840 2560 2290 2030

P, 3830 3550 3240 2880 2510 2140 1810 1410 1060 847 686 555 465

300x90~41 15 P,, 3730 3730 3680 3590 3500 3400 3300 3090 2850 2590 2330 2070 1830

P, 3490 3190 2830 2440 2040 1690 1400 1060 814 636 500 409 340 260x90~35 15 P, 3150 3150 3070 2990 2890 2800 2700 2480 2230 1980 1730 1500 1300

P, 2970 2720 2430 2110 1780 1480 1230 940 723 552 446 365 304 260x75~28 12 P, 2500 2500 2430 2360 2280 2200 2120 1940 1750 1540 1340 1160 1000

P, 2250 1980 1660 1340 1060 910 737 527 391 300 234 190 157 2 3 0 x 9 0 x 3 2 12 P,, 2910 2890 2800 2710 2610 2510 2400 2160 1900 1650 1410 1200 1030

P, 2740 2510 2250 1960 1660 1390 1150 883 680 520 420 344 283 230x75~26 12 P,, 2320 2300 2230 2160 2080 2000 1910 1720 1510 1300 1110 944 807

P, 2110 1880 1600 1310 1050 840 738 532 396 300 238 193 160 200x90~30 12 P,, 2690 2640 2540 2440 2340 2220 2100 1840 1560 1310 1090 917 775

P, 2550 2350 2120 1860 1590 1330 1120 863 668 512 414 340 280 200x75~23 12 P,, 2120 2080 2000 1920 1840 1750 1650 1440 1230 1030 855 717 605

P, 1940 1740 1500 1240 1000 810 716 519 388 295 235 191 158

180x90~26 12 P,, 2360 2290 2190 2100 1990 1870 1750 1490 1230 1010 830 689 578

P, 2240 2060 1860 1640 1400 1180 989 766 594 455 369 303 250 180x75~20 12 P,, 1840 1780 1710 1630 1540 1450 1350 1140 941 768 630 522 437

P, 1680 1500 1290 1060 859 692 610 441 330 250 199 162 134 150x90~24 10 P,, 2150 2040 1940 1820 1700 1560 1410 1130 891 707 569 466 387

P, 2050 1890 1710 1500 1290 1080 909 706 547 420 340 279 230 150x75~18 10 P,, 1600 1530 1450 1360 1270 1160 1050 841 662 525 422 345 287

P, 1480 1330 1140 949 768 620 548 398 290 226 180 146 121 125x65~15 # 10 P,, 1300 1220 1140 1040 936 826 720 539 408 316 250 203 167

P, 1190 1040 854 677 530 456 368 263 196 150 119 96.0 79.1 100x50~10 # 10 P,. 870 798 715 622 526 439 365 258 189 144 113 90.8 74.6

P, 768 615 459 367 277 225 184 126 90.9 68.8 54.0 43.3 35.5

COMPRESSION

,

TWO PARALLEL FLANGE CHANNELS BACK TO BACK


# Check availability. Values in bold type indicate that the section has been divided into more than 3 bays until & 550. FOR EXPLANATION OF TABLES SEE NOTE 6.3

D - 34


cm2 90.6 76.3 69.1 61.8

-

28.0 22.7 19.2 15.5 20.3 17.1 13.9 12.2 15.1 12.3 11.4 8.73 9.40 8.1 3 8.73

-

-

- - - 9.03 6.91 5.82 5.69 4.80 3.89

-

v-v cm 3.90 3.92 3.90 3.94 2.93 2.93 2.95 2.97 2.34 2.35 2.36 2.38 1 .,94 1.94 1.95 1.96 1.75 1.75 1.76 1.77 1.55 1.56 1.46 1.47 1.36 1.37 1.26 1.16 1.17 1.17

0.968 0.973 0.979

- 1.0

2620 2210 1870 1350 1430 1240 740 447 942 762 515 280 744 604 512 310 525 443 325 228 372 304 271 160 214 161 188 182 140 99.8 95.6 81.2 54.8

COMPRESSION BS EN 10056-1 : 1999

a A EQUAL ANGLES SUBJECT TO AXIAL COMPRESSION ; / v

b. -ipTib r )

TWO OR MORE BOLTS IN LINE OR EQUIVALENT WELDED AT EACH END

I 1

3 ,I I

v' I I COMPRESSION RESISTANCE FOR STEEL S355 u a U

Section I Area I Radius of I Compression resistance, P, (kN) I for

Lenath between Intersections. L (m) A x A mm

t mm

a-a cm

b-b cm

1.5 2.0 I 2.5 I 3.0

200x200 24.0 # 20.0

* 18.0 16.0

6.06 6.1 1 6.13 6.16

6.06 6.1 1 6.1 3 6.1 6

2490 21 00 1790 1300

2360 2190 1960 1990 1850 1650 1700 1580 14211 1240 1170 1076

150x1 50 18.0 # 15.0 12.0 10.0

51.2 43.0 34.8 29.3

4.55 4.57 4.60 4.62

4.55 4.57 4.60 4.62

1330 1150 697 424 840 681 469 260 61 5 498 423 268 41 1 346 26 1 190 273 224 193 123 145 115 121

-

-

-

-

-

-

-

1190 1020 858 1020 874 731 639 566 493 396 360 324 690 547 420 560 445 342 400 330 262 231 201 169 472 343 255 383 278 207 326 237 177 219 168 129 297 211 155 250 178 131 194 140 104 149 112 85.1 185 128 93.3

120x1 20 15.0 # 12.0 10.0

* 8.0 #

34.0 27.5 23.2 18.8

3.63 3.65 3.67 3.71 2.99 3.02 3.04 3.06 2.71 2.72 2.74 2.75 2.41 2.43 2.27 2.29 2.1 2 2.13 1.96

-

-

-

- -

-

3.63 3.65 3.67 3.71 2.99 3.02 3.04 3.06 2.71 2.72 2.74 2.75 2.41 2.43 2.27 2.29 2.12 2.1 3 1.96

-

-

-

- -

-

100x1 00 15.0# 12.0 10.0 8.0 12.0 # 10.0 8.0 7.0 #

10.0 * 8.0 * 8.0 *

* 6.0 4 7.0 6.0 * 7.0 f

54.9 61.5 51.8 41.9 35.6 36.4 30.0 24.6 18.3 17.7 15.2 14.2

-

-

- -

-

39.4 43.6 36.7 29.8 25.5 25.8 21.2 17.3 13.0 12.5 10.8 10.0

-

-

- -

-

90x90

80x80

75x75

70x70

65x65

127 87.4 63.3 86.5 61.7 45.6 93.2 63.6 45.9 76.6 53.2 38.8 # 76.2 51.6 37.1

34.9 27.5 + 34.6 27.0

I

1.80 1.82 1.82 1.50 1.51 1.52

-

1 .EO 1.82 1.82 1.50 1.51 1.52

-

110 85.3 65.0 51.7 44.0 32.4

-

24.7 19.2 19.2 14.9 15.6 12.2 11.1 8.57 9.42 7.30 t 7.43 5.79

12.5 9.76 8.03 5.58 4.75 3.79

-

8.83 6.87 5.67 3.92 3.34 2.68

-

6.55 5.09 4.22 2.90 2.47 1.99

-

5.05 3.93 3.26 2.23 1.90 1.54

-

60x60

50x50

8.0 * 6.0 * 5.0 + 6.0 * 5.0 * 4.0 f

* Not available from some leading producers. Check availability. # Check availability.


D - 35


COMPRESSION BS EN 10056-1 : 1999

UNEQUAL ANGLES SHORT LEG AlTACHED a

SUBJECT TO AXIAL COMPRESSION / v

TWO OR MORE BOLTS IN LINE OR EQUIVALENT WELDED AT EACH END

COMPRESSION RESISTANCE FOR STEEL S355

dp* v < l v \ a u

A

- Coml

-ength 3.0 -

- ressio

betwe

- Area

cm2 60.1 50.5 40.8 43.0 34.8 29.2

-

-

Radius of I Designation

I resistance, P, (kN)

n Intersections. L (m) for

a-a I b-b 1 v-v 1- cm cm cm

3.5 4.0 1 5.0 I 6.0 I 7.0 I 8.0 I 9.0 10.0

I I

1110 844

- 499 45 1 312 216

-

932 722 445 349 250 1 79

-

770 540 395 300 235 189 606 I I I I I 434 321 245 193 156

155 128 97.2 50.1 39.6 31.9 33.0 27.1 22.6 21 .o 17.2 14.5 15.6 13.1 10.6 13.2 11.1 9.11 8.03 6.63 5.78 3.45 2.63

-

-

-

-

-

-

-

200x150 18.0 # 15.0 12.0

200x100 15.0 12.0 10.0

150x90 15.0 12.0 10.0

150x75 15.0 12.0

* 10.0 125x75 12.0

10.0 8.0

100x75 12.0 10.0 8.0

389 277 203 149

- 296 185 140 106

- 101 76.8 60.1 48.3 78.8 60.5 47.8 38.7 87.7 65.5 50.7 40.5 71.8 53.6 41.6 33.2 59.2 44.4 34.6 27.6 56.1 41.8 32.3 25.7

i 46.0 34.3 26.5 21.1 1 38.3 28.6 22.2 17.7

41.6 31.0 24.0 19.1 35.0 26.1 20.2 16.1 28.0 21.0 16.3 13.0 35.3 26.3 20.3 16.2 29.7 22.1 17.1 13.6

33.9 27.5 23.2 31.7 25.7 21.7 22.7 19.1 15.5 19.7 16.6 13.5

-

-

-

4.74 2.46 1.93 851 709 567 412 4.77 I I I I I I 2.49 1.94 693 579 463 337

306 251 198 203 166 134 150 126 96.4 127 107 87.0 79.3 65.4 55.3 35.2 25.4 41 .O 17.8 13.8 29.5 23.0 21.6

-

-

-

-

-

- -

-

-

235 192 154 154 126 103 114 95.8 74.3 96.6 81.4 66.1 59.8 49.3 42.0 26.3 19.2 30.8 13.3 10.3 22.1 17.2 16.2 12.8 8.71 7.43

-

-

-

-

-

- -

-

- - - -

185 152 123 120 98.6 80.9 89.2 75.0 58.8 75.6 63.7

-

-

-

123 101 82.6 79.3 65.0 53.8 58.8 49.5 39.3 49.8 42.0

-

-

-

4.80 2.51 1.95 476 412 342 259 4.75 1.94 1.58 724 562 399 278

4.00 2.09 1.63 282 236 176 129 3.10 2.14 1.59 470 366 250 175 3.12 2.16 1.59 397 308 211 147 3.14 2.18 1.60 308 242 169 119 3.14 1.81 1.39 345 247 160 110 3.16 1.83 1.40 282 203 132 90.5 3.17 1.83 1.40 213 160 108 75.7 3.19 1.31 1.06 204 120 73.7 49.3 3.21 1.33 1.07 118 78.1 50.8 35.0 2.51 1.74 1.28 203 133 84.1 57.0 2.53 1.03 0.838 124 63.9 38.1 25.2

51.9 34.3 24.3 18.1 14.0 11.2 46.6 30.6 21.6 16.1 12.4 9.86 38.5 25.3 17.8 13.3 10.2 8.14 32.9 21.8 15.4 11.5 8.90 7.09 20.4 13.3 9.36 6.94 5.35 4.25 15.0 9.92 7.02 5.23 4.05 3.22 24.0 15.7 11.1 8.23 6.35 5.05 10.3 6.68 4.68 3.46 2.67 2.12

15.6 12.7 11.2 11.4 8.71 9.38 9.01 6.89 9.41 7.19 6.89

-

- -

-

-

100x65 10.0#

* 7.0 # 100x50 8.0$

6.0 * 80x40

4.1 1 1.72 1.34 2.90 2.26 2.13 1.70 1.13

0.962

-

-

- - - -

6.0 * t Y Z i - t T

7.98 I 5.18 I 3.64 I 2.69 I 2.07 I 1.64 17.2 I 11.2 I 7.87 I 5.83 I 4.49 I 3.57

2.55 1.05 0.845 95.2 49.4 29.5 19.5 2.35 1.40 1.07 176 101 61.9 41.4 2.37 I 1.42 I 1.08 I 136 I 78.2 I 48.1 I 32.2 2.20 I 1.43 1 1.07 I 129 1 73.9 I 45.3 I 30.3

65x50 5.0 * 5.54 5.68 4.79

-

-

17.0 11.7 9.96

- -

2.05 1.47 1.07 93.9 56.1 35.1 23.7 1.88 1.12 0.855 80.5 41.7 24.9 16.5 1.89 I 1.13 lO.86Ol 68.4 I 35.6 I 21.2 I 14.0



D - 36


Area

cm2 60.1 50.5 40.8 43.0 34.8 29.2 33.9 27.5 23.2 31.7 25.7 21.7 22.7 19.1 15.5 19.7 16.6 13.5 15.6 12.7 11.2 11.4 8.71 9.38 9.01 6.89 9.41 7.19 6.89 5.54 5.68 4.79

- Axis a-a cm

4.38 4.40 4.44 2.64 2.67 2.68 2.46 2.49 2.51 1.94 1.97 1.99 2.05 2.07 2.09 2.14 2.16 2.18 1.81 1.83 1.83 1.31 1.33 1.74 1.03 1.05 1.40 1.42 1.43 1.47 1.12 1.13

216 306

179 149 106 78.8 60.5 235 185 123 87.7 65.5

251 198

192 152 101 71.8 53.6 154 123 82.6 59.2 44.4

17.8 13.8 29.5 23.0 21.6 17.0 11.7 9.96

13.3 10.3 6.68 4.68 3.46 10.3 7.98 5.18 3.64 2.69 22.1 17.2 11.2 7.87 5.83 17.2 13.3 8.70 6.12 4.54 16.2 12.6 8.19 5.76 4.27 12.8 9.93 6.50 4.58 3.40 8.71 6.74 4.38 3.07 2.27 7.43 5.75 3.73 2.62 1.94

COMPRESSION

UNEQUAL ANGLES

BS 5950-1 : 2000

A h

LONG LEG ATTACHED SUBJECT TO AXIAL COMPRESSION

TWO OR MORE BOLTS IN LINE OR EQUIVALENT WELDED AT EACH END V '

\ COMPRESSION RESISTANCE FOR STEEL S355 A U

- adius jyratic Axis -

b-b cm

- If 1 - Axis v-v cm

-

- 9.0

Section Designation


Lenath between Intersections. L (m) 1 .o 1.5 2.0 2.5 8.0

- 235 193 143 76.9 60.1 47.8 50.7 41.6 34.6 32.3 26.5 22.2

-

-

-

10.0

- 155 128 97.2 50.1 39.6 31.9 33.0 27.1 22.6 21 .o 17.2 14.5

-

-

-

6.30 6.33 6.36 6.40 6.43 6.46 4.74 4.77 4.80 4.75 4.78 4.81

-

-

-

3.22 3.23 3.25 2.12 2.14 2.1 5 1.93 1.94 1.95 1.58 1.59 1.60

-

-

-

1670 1210 653 1090 605 368 851 693 4 76 724 592 414

-

-

-

1550 1130 618 924 539 335 709 579 412 562 462 338

-

-

-

1420 1040 582 767 4 72 30 1 567 463 342 399 327 251

-

-

-

1280 956 546 597 392 260 41 2 337 259 278 228 180

-

-

-

189 156 117 61.4 48.3 38.7 40.5 33.2 27.6 25.7 21.1 1 7.7

-

-

-

15.0 + 12.0

* 12.0 10.0

10.0

10.0

203 166 134

154 126 103 114 95.8 74.3 96.6 81.4 66.1

-

-

120 98.6 80.9 89.2 75.0 58.8 75.6 63.7 51.9

-

-

79.3 65.0 53.8 58.8 49.5 39.3 49.8 42.0 34.3

-

-

56.1 46.0 38.3 41.6 35.0 28.0 35.3 29.7 24.3

-

-

41.8 34.3 28.6 31 .O 26.1 21.0 26.3 22.1 18.1

-

-

3.95 3.97 4.00 3.10 3.1 2 3.14

-

1.61 1.61 1.63 1.59 1.59 1.60

-

532 449 282 470 397 308

-

420 356 236 366 308 242

-

294 247 176 250 21 1 169

-

206 173 129 175 147 119

-

150 126 96.4 127 107 87.0

-

24.0 20.2 16.3 20.3 17.1 14.0

-

19.1 16.1 13.0 16.2 13.6 11.2

-

15.6 13.1 10.6 13.2 11.1 9.11

- 100x75

8.0 3.14 3.1 6 3.1 7 3.19 3.21 2.51

-

-

1.39 1.40 1.40 1.06 1.07 1.28

-

- - 0.838 0.845

345 282 213 204 118 203

-

-

247 203 160 120 78.1 133

-

-

160 132 108 73.7 50.8 84.1

-

-

110 90.5 75.7 49.3 35.0 57.0

-

-

12.4 10.2 8.90 5.35 4.05 6.35 2.67 2.07 4.49 3.50 3.29 2.62 1.75 1.49

- - - -

- - - -

9.86 8.14 7.09 4.25 3.22 5.05 2.12 1.64 3.57 2.78 2.61 2.09 1.39 1.18

- - - -

- - - -

8.03 6.63 5.78 3.45 2.63 4.1 1 1.72 1.34 2.90 2.26 2.1 3 1.70 1.13

0.962

-

- - -

- - -

-

2.53 2.55

124 95.2 176 136 129 93.9 80.5 68.4

- - - - -

63.9 49.4 101 78.2 73.9 56.1 41.7 35.6

- - - -

-

38.1 29.5 61.9 48.1 45.3 35.1 24.9 21.2

- - - -

-

25.2 19.5 41.4 32.2 30.3 23.7 16.5 14.0

- - - -

-

2.35 2.37 2.20 2.05 1.88 1.89

- - - -

1.07 1.08 1.07 1.07

0.855

- - - 0.860 -

3% 65x50 *5.0$

* Not available from some leading producers. Check availability. # Check availability. * Section is slender under axial compression and allowance has been made in calculating the compression resistance which is given in italic type. FOR EXPLANATION OF TABLES SEE NOTE 6.4

D - 37


COMPRESSION

4990 4210 3570 2590 2660 2290 1390 849 1700 1380 946 523 1300 1060 895 559

4710 4430 3980 3740 3390 3200 2480 2360 2450 2220 2100 1910 1300 1210 803 757 1500 1320 1220 1070 858 769 486 449 1100 931 902 761 766 648 496 435

3840 3240 2800 2110 1800 1540 1020 665 991 806 606 377 618 509 435 312

3540 3000 3000 2550 2600 2230 1990 1740 1610 1240 1370 1060 934 751 619 520 825 573 673 468 518 370 335 255 496 336 409 277 350 237 257 179

58.6 68.0 55.0 46.4 37.6 56.0 45.4 38.4 31.0 40.6 34.2 27.8 24.4

4.62 6.54 114 894 3.63 5.49 106 1880 3.65 5.42 85.4 1520 3.67 5.36 72.0 1030 3.71 5.34 59.0 559 2.99 4.62 71.6 1490 3.02 4.55 58.2 1210 3.04 4.50 49.2 1020 3.06 4.46 39.8 621 2.71 4.16 47.0 1050 2.72 4.11 39.6 886 2.74 4.06 32.2 650 2.75 4.04 28.2 455

896 756 565 405

747 617 631 522 480 403 354 306

BS EN 10056-1 : 1999

v " TWO EQUAL ANGLES BACK TO BACK V CONNECTED TO ONE SIDE OF GUSSET OR MEMBER

SUBJECT TO AXIAL COMPRESSION X A

TWO OR MORE BOLTS IN LINE ALONG EACH ANGLE OR EQUIVALENT WELDED AT EACH END

COMPRESSION RESISTANCE FOR STEEL S355 I ++ fl Section

Designation Spaci

S mm

Total I Radius of I Elastic1 Compression resistance, P, (kN) for

!nath between Intersections. L II 1 1.5 I 2.0 I 2.5 3.0 3.5 4.0 5.0 6.0 I I I I 7.0 8.0 9.0 10.0 t

mm A x A mm cm2

181 153 138 124 102 86.0 69.6

-

-

470 5250 398 4420 362 3750 324 2700 200 2870 167 2470 + 135 1480

200x200 15 15 15 15 12 12 12 12 12 12 12 12 10 10 10 10

-

-

-

41 30 3490 3000 2230 2000 1720 1120 711 1140 928 684 413 783 642 547 379

-

-

-

2540 21 60 1900 1520 922 786 578 418 41 7 340 274 196 242 200 171 131 146 124 100 84.5 87.3 72.3 58.9 43.9

-

-

-

-

- -

202c 173c 1531 1251 708 603 453 337 31 6 258 210 154 182 150 128 99.7 110 92.9 75.4 64.0 65.3

-

-

-

-

- 54.0 44.0 - 33. 0

1630 1390 1240 1030 559 476 362 275 247 202 165 124

-

-

I 330 1140 1020 859 452 384 295 228 198 162 133 101

-

-

1110 946 849 723 372 31 6 245 191 163 133 110 84.0 92.6 76.5 65.5 51.7 55.6 47.2 38.5 33.1

-

-

-

-

- 33.a 27.3 22.2 16.8

-

- i6.a

12.13 13.8

11.2 8.77 7.27 4.95 4.23 3.41

- -

-

-

24.0 # 20.0

* 18.0 16.0 18.0 # 15.0 12.0 10.0 15.0 # 12.0 10.0 8.0 # 15.0 # 12.0 10.0 8.0

150x1 50

120x1 20

100x1 00 141 117 100 78.2 85.1 72.2 58.7 50.1 50.7 41.9 34.1 25.7

-

- -

113 93.5 80.1 62.9 68.0 57.7 47.0 40.3 40.4 33.5 27.2 20.6

-

- -

90x90 12.0 # 10.0

* 8.0 * 7.0 #

10 10 10 10

489 414 325 255 302 249 206 144

-

-

381 323 256 206

304 257 206 168

204 173 139 116

80x80 10.0 * 8.0 f

8 8

232 192

184 152

123 101 82.8 61.0

- 75x75 8.0 *

* 6.0 f 8 8

I lS8 1 113

125 90.2

70x70 7.0 * 6.0 f

8 8

151 115 90.8 60.2 42.7 125 I I I I 96.5 76.4 51.0 36.4

31.9 27.3

24.7 21.2

19.7 16.9

8 8 8 8

- 123 I 93.2 I 73.0 I 48.2 I 34.2 109 I 82.6 I 64.6 I 42.5 I 30.1

25.5 22.4 17.5 14.4 9.91 8.47 6.78

-

-

-

19.7 17.3 13.5 11.2 7.65 6.54 5.25

-

-

-

15.7 13.8 10.8 8.91 6.08 5.20 4.18

-

-

-

65x65 60x60

7.0 * 8.0 * 6.0 *

* 5.0 f 233 168 117 171 128 91.7 160 101 68.7 136 86.4 58.7 Y 94.5 63.8 44.5

50x50 8 8 8 -

6.0 * 5.0 * 4.0 *


Section is slender under axial compression and allowance has been made in calculating the compression resistance which is given in italic type. Values in bold type indicate that the section has been divided into more than 3 bays until h, 250. FOR EXPLANATION OF TABLES SEE NOTE 6.5

D - 38



V n TWO EQUAL ANGLES BACK TO BACK

IS, L (m) 6.0

2540 2160 1900 1520 922 786 578 418 417 340 274 196 242 200 171 131 146 124 100 84.5

CONNECTED TO ONE SIDE OF GUSSET OR MEMBER A SUBJECT TO AXIAL COMPRESSION

7.0

2020 1730 1530 1250 708 603 453 337 316 258 210 154 182 150 128 99.7 110 92.9 75.4 64.0

Y

9.0

1330 1140 1020 859 452 384 295 228 198 162 133 101 113 93.5 80.1 62.9 68.0 57.7 47.0 40.3 40.4 33.5 27.2 20.6

A r l t j l .

10.0 I

, I

1110 946 849 723 372 316 245 191 163 133 110 84.0 92.6 76.5 65.5 51.7 55.6 47.2 38.5 33.1 33.0 27.3 22.2 16.8

ONE BOLT IN EACH ANGLE AT EACH END


A x A mm

200x200

150x150

120x1 20

100x1 00

90x90

80x80

75x75

Section Designation

t mm

24.0 # 20.0 18.0

* 16.0 18.0 # 15.0 12.0 10.0 15.0 # 12.0 10.0

* 8.0 # 15.0 # 12.0 10.0 8.0 12.0# 10.0 8.0 7.0 # 10.0 * 8.0 $ 8.0$ 6.0 f

86.0 69.6 58.6 68.0 55.0 46.4 37.6 56.0 45.4 38.4 31.0 40.6 34.2 27.8 24.4 30.2 24.6

* 6.0 $ 65x65 7.0$ 60x60 8.0$

5.0 $ 50x50 6.0$

* 4.0 $

4.57 6.66 4.60 6.59 4.62 6.54 3.63 5.49 3.65 5.42 3.67 5.36 3.71 5.34 2.99 4.62 3.02 4.55 3.04 4.50 3.06 4.46 2.71 4.16 2.72 4.11 2.74 4.06 2.75 4.04 2.41 3.65 2.43 3.60

Spacc

S

mm 15 15 15 15 12 12 12 12 12 12 12 12 10 10 10 10 10 10 10 10 8 8 8 8

-

-

-

-

-

-

-

200 167 135 114 106 85.4 72.0 59.0 71.6 58.2 49.2 39.8 47.0 39.6 32.2 28.2 30.8 25.2

8 8 8 8 8 8 8 8 8

- -

-

-

2870 2470 1480 894 1880 1520 1030 559 1490 1210 1020 621 1050 886 650 455 753 615

Total Radius of Elastic Area I Gyration I Mod. I

2290 1390 849 1700 1380 946 523 1300 1060 895 559 896 756 565 405 624 511


2100 1910 1300 1210 803 757 1500 1320 1220 1070 858 769 486 449 1100 931 902 761 766 648 496 435 747 617 631 522 480 403 354 306 505 402 415 331

151 115 90.8 125 96.5 76.4 123 93.2 73.0 109 82.6 64.6 85.1 64.5 50.4 67.8 51.8 40.8 49.4 37.1 28.9 42.2 31.7 24.7 # 32.5 24.7 19.4

1720 1120 711 1140 928 684 413 783 642 547 379 489 414 325 255

22.8 2.27 3.41 22.0 556 17.5 I l l 2.29 3.35 16.8 I 326

1540 1370 1020 934 665 619 991 825 806 673 606 518 377 335 618 496 509 409 435 350 312 257 381 304 323 257 256 206 206 168

87.3 72.3 58.9 43.9 42.7 36.4 34.2 30.1 23.5 19.3 13.3 11.4 9.09

65.3 54.0 44.0 33.0 31.9 27.3 25.5 22.4 17.5 14.4 9.91 8.47 6.78

357 280 205 274 222 167 312 238 167 301 216 150 233 168 117 171 128 91.7 160 101 68.7 136 86.4 58.7 # 94.5 63.8 44.5

18.8 16.3 17.5 18.1 13.8 11.6 11.4 9.60 7.78

sngth between lnte

2.12 3.18 16.8 447 2.13 3.16 14.5 332 1.96 3.14 14.4 401 1.80 2.82 13.8 398 1.82 2.77 10.6 306 1.82 2.74 8.90 214 1.50 2.38 7.22 225 1.51 2.35 6.10 191 1.52 2.32 4.92 124

sectio 5.0 - - 3000 2550 2230 1740 1240 1060 75 1 520 573 468 370 255 336 277 237 1 79 204 173 139 116

-

-

-

-

123 101 82.8 61.0 60.2 51.0 48.2 42.5 33.2 27.1 18.9 16.2 12.8

- - -

-

-

- 8.0

- 1630 1390 1240 1030 559 476 362 275

-

247 202 165 124 141 117 100 78.2 85.1 72.2 58.7 50.1 50.7 41.9 34.1 25.7 24.7 21.2 19.7 17.3 13.5 11.2 7.65 6.54 5.25

- -

- -

-

$ Not available from some leading producers. Check availability. # Check availability.

Section is slender under axial compression and allowance has been made in calculating the compression resistance which is given in italic type. Values in bold type indicate that the section has been divided into more than 3 bays until h, 2 50. FOR EXPLANATION OF TABLES SEE NOTE 6.5

D - 39


t mm

24.0# 20.0

* 18.0 * 16.0

18.0# 15.0 12.0

* 10.0 15.0# 12.0

* 10.0 8.0 #

15.0# 12.0 10.0 8.0 12.0 # 10.0

* 8.0 7.0 #

10.0 * 8.0 * 8.0 * 7.0 *

* 6.0 * 7.0 * 8.0 * 6.0 *

* 5.0 * 6.0 * 5.0 $ 4.0 f

6.0

S

mm cm2 15 181 15 153 15 138 15 124 12 102 12 86.0 12 69.6 12 58.6 12 68.0 12 55.0 12 46.4 12 37.6 10 56.0 10 45.4 10 38.4 10 31.0 10 40.6 10 34.2 10 27.8 10 24.4 8 30.2 8 24.6 8 22.8 8 17.5 8 18.8 8 16.3 8 17.5 8 18.1 8 13.8 8 11.6 8 11.4 8 9.60 8 7.78

2700 I2590 I2480 I2360 I2230 I2710 I 7990 I 7740 I 1520 I 1320 I 1150 I 1000 I 883

2.5

4430 3740 3200

3.0 3.5 4.0 5.0 6.0 7.0 8.0 9.0 10.0

4130 3840 3540 3000 2540 2160 1840 1590 1380 3490 3240 3000 2550 2160 1830 1570 1350 1180 3000 2800 2600 2230 1900 1620 1390 1210 1050

2660 2290 1390 849

1700 1380 946 523

1300 1060 895 559 896

' 756 565 405 624 511 453 279 357 274 312 301 233 171 160 136

94.5

2450 2100 1300 803

150C 122C 858 486

11OC 902 76E 496 747 631 480 354 505 415 362 234 28C 222 240 227 176 133 115

98.1 71.3

2000 1720 1120 711

1140 928 684 413 784 642 547 379 512 433 338 263 333 274 234 161 177 145 148 137 106

83.6 66.3 56.5 42.9

1800 1540 1020 665 991 808 606 377 663 544 463 329 428 362 285 226 275 226 192 134 144 119 120 I10

85.3 67.9 50.2 42.e 33.0

1290 1100 775 533 662 539 422 283 422 347 296 220 266 225 180

~ 148 165 136 112

81.3 81.3 68.6 65.3 57.7 45.0 36.6 25.8 22.0 17.3

1040 889 644 457 520 424 337 235 324 267 228 172 197 167 135 112

118 97.7 79.6 58.9 58.C 49.2 46.5 40.6 32.C 26.1 18.2 15.E 12.4

857 729 539 392 418 341 274

196 245 203 173 133 148 126 102

85.7 88.7 73.4 59.9 44.5 43.4 37.0 34.7

714 607 455 338 333 272 221

161 192 158 136 105 116

98.1 79.6

67.5 69.0 57.1 46.5 34.8 33.7 28.8 26.9

501 426 326 250 221 180 148 111 126 104

89.3 69.9 75.9 64.4 52.4 44.8 45.1 37.3 30.4 22.9 22.0 18.9 17.5 15.4 12.0 9.94 6.80 5.81 4.67

-

-

-

-

-

-

- -

-

-

COMPRESSION IBS EN 10056-1: 19991

TWO EQUAL ANGLES BACK TO BACK CONNECTED TO BOTH SIDES OF GUSSET OR MEMBER

A s A mm L----- ===I SUBJECT TO AXIAL COMPRESSION

TWO OR MORE BOLTS IN LINE ALONG EACH ANGLE AT EACH END


x - = - x

Section Designation

I Space 1 Total Area Radius of Gyration

ilastic Mod. Axis

cm3 470 398 362 324 200 167 135 114 106 85.4 72.0 59.0 71.6 58.2 49.2 39.8 47.0 39.6 32.2 28.2 30.8 25.2 22.0 16.8 16.8 14.5 14.4

x-x

-

-

-

-

-

-

-

-

- Axis x-x cm

6.06 6.11 6.13 6.16 4.55 4.57 4.60 4.62 3.63 3.65 3.67 3.71 2.99 3.02 3.04 3.06 2.71 2.72 2.74 2.75 2.41 2.43 2.27 2.29 2.12 2.13 1.96

-

-

-

-

-

-

-

-

-

Axis

Y-Y cm

8.95 8.87 8.83 8.79 6.75 6.66 6.59 6.54 5.49 5.42 5.36 5.34 4.62 4.55 4.50 4.46 4.16 4.1 1 4.06 4.04 3.65 3.60 3.41 3.35 3.18 3.16 3.14

-

-

-

-

-

-

-

-

-

- 1 .o A x A

mm 200x200

150x1 50

120x1 20

100x1 00

90x90

80x80

75x75

- 525C 442C 3750

287C 247C 1480 894

188C 152C 1030 559

149C 121c 102c 62 1

105C 88E 650 455 75: 61! 55f 326 44i 332 40 1

-

-

-

-

-

-

-

222c 191c 1210 75 7

132C 107C 769 449 931 761 64E 435 61i 52; 403 306 40t 33f

-

-

-

-

- 281 194 221 178 18i

-

-

161C 137C 934 619 86i 701 536 343 56t 464 392 286 36; 302 242

195 23( 181 16( 114 111

99.5 98.:

-

-

-

-

-

-

-

603 51 3 388 293 - 268 219 179 133 154 127 1 06

84.8 92.7 78.6 63.9 54.4 55.i 45.7 37.i 27.9 26.: 23.0 21 2

-

-

-

-

-

- 70x70

65x65 60x60

50x50

1.80 1.82 1.82 1.50 1.51 1.52

-

2.82 2.77 2.74 2.38 2.35 2.32

-

13.8 10.6 8.90 7.22 6.10 4.92

-

39f 30E 214 225 191 124

-

174 131 105 86.1 73.: 54.7

-

87S 68.( 54.5 39.: 33.t 26.0

-

18.E 14.7 12.2 8.34 7.1: 5.72

-

- * Not available from some leading producers. Check availability. # Check availability. * Section is slender under axial compression and allowance has been made in calculating the compression resistance which is given in italic type.

Values in bold type indicate that the section has been divided into more than 3 bays until h, 5 50. FOR EXPLANATION OF TABLES SEE NOTE 6.5

D - 40 REV 2002


e -

- 1 I

I

I -

1 I

I I

I i

)

!

I

I , i

i I

I

I

! I

2.5

2970 2180 1200 1930 1100 678

1450 1160 819 1210 960 687 891 741 480 676 572 451 520 417 326 270 166 265 159 116 237 176 159 108 102 86.4

Length 3.0

279C 2060 1150 1610 966 609 1310 1050 749 956 757 559 711 589 398 572 485 385 432 345 274 210 133 200 123

89.1 180 138 118

80.7 74.1 63.1

n 4.0

2410 1810 1050 1240 787 , 516 956 762 566 693 544 397 497 410 290 371 316 254 287 228 186 134

88.4 123 75.1 54.3 109 84.9 71.2 48.9 44.0 37.5

lntersectio 5.0

2060 1580 948 944 628 428 706 561 427 491 384 297 370 304 220 252 215 174 204 163 135 91.8 61.8 82.0 50.4 36.4 72.9 56.6 47.2 32.6 29.0 24.7

n -a

I

I

1

I

1

! I

1

I

I

,

I

-

8.0

1150 925 624 462 329 241 332 263 207 222 173

9.0 10.0

945 787 765 641 531 454 378 315 272 229 202 171 271 225 214 177 169 141 179 148 139 115

200x100

150x90

150x75

125x75

100x75

100x65

15.0 15 86.0 * 12.0 15 69.6

10.0 15 58.4 15.0 12 67.8 12.0 12 55.0 10.0 12 46.4 15.0 12 63.4 12.0 12 51.4 10.0 12 43.4 12.0 12 45.4 10.0 12 38.2 8.0 12 31.0 12.0 10 39.4 10.0 10 33.2

* 8.0 10 27.0 10.0# 10 31.2 8.0 # 10 25.4 7.0 # 10 22.4

i I

I I

I

! i

I

)

I

i !

I

I

i

i i -

80x60 80x40

75x50

70x50 65x50 60x40

7.0$ 8 18.8 8.0$ 8 18.0 6.0 4 8 13.8 8.0$ 8 18.8 6.0 $ 8 14.4 6 .0$ 8 13.8

*5 .0$ 8 11.1 6 .0$ 8 11.4 5.0 4 8 9.58

COMPRESSION

TWO UNEQUAL ANGLES LONG LEGS BACK TO BACK CONNECTED TO ONE SIDE OF GUSSET OR MEMBER




BS EN 10056-1: 1999

'f Section

Designation I Space I Total Area Rac

Axis GYl - x-x cm

6.30 6.33 6.36

-

us of ation

Elastic Mod. Axis

cm3 350 294 238

x-x

sssio

letwe 3.5 -

- 260( 194G 1100

Axis

Y-Y cm

6.36 6.28 6.22

-

81.6

- 2.0

- 316( 2290 125G

" 15.0 * 12.0

6.40 6.43 6.46 4.74 4.77 4.80 4.75 4.78 4.81 3.95 3.97 4.00 3.10 3.12 3.14 3.14 3.16 3.17

-

-

-

-

-

3.97 3.90 3.85 3.75 3.69 3.64 3.09 3.02 2.97 3.19 3.14 3.09 3.31 3.27 3.22 2.79 2.74 2.72

-

-

-

-

-

274 222 186

155.4 127 107 150 123 103 86.4 73.0 59.2 56.0 47.6 38.6 46.4 37.8 33.2

-

-

-

-

-

2250 1240 74 7

168C 137c 94 1

139C 111c 780

102c 85C 536 796 67:

-

-

-

-

526 - 61C 492 3 76 35c 205 325 21 e 160 304 228 21 2 148 146 123

-

- -

-

- - -

-

1480 904 577 108C 864 634 81E 644 483 61 1 50f 348 46C 392 314 357 271 220 16E 108 155 94.7 68.6 138 107 90.4 61.9 56.2 47.8

-

-

-

-

-

-

- -

-

- - -

-

729 501 352 53f 424 328 36: 28: 221 274 22t 166 18i 155 126 147 11:

99.4 66.4 45.3 58.5 36.i 26.1 51 .E 40.2 33.f 23.2 20.5 17.5

-

-

-

-

-

-

- -

-

- - -

-

2520 2410 1360 1310 813 786

1960 1820 1590 1480

1830 1710 1490 1380

1280 1160

1070 1010

999 931

1080 981 648 603

1060 926 891 783 684 606 838 738 683 602 500 449 615 449 313 248 474 397 425 307 316 226 465 383 356 290 332 268 229 186 256 197 216 166

575 403 290

' 329 258 279 21 7 171 21 1 173 129 137 117

95.0 111 90.5 76.1 50.1 34.5 43.8 27.1 19.5 38.8 30.1 25.1 17.3 15.3 13.0

-

-

-

-

-

- -

-

- - -

-

100x50 8.0 4 10 22.8 1'6.Ot I 10 117.4

3.19 3.21

2.09 2.04

36.4 27.6

2.51 2.53 2.55 2.35 2.37 2.20 2.05 1.88 1.89

-

-

- - -

-

2.59 1.71 1.66 2.19 2.14 2.19 2.21 1.80 1.78

-

-

- - -

-

21.4 22.8 17.5 20.8 16.0 14.0 10.3 10.1 8.50

-

-

- - -

- $ Not available from some leading producers. Check availability. # Check availability.

Section is slender under axial compression and allowance has been made in calculating the compression resistance which is given in italic type.

Values in bold type indicate that the section has been divided into more than 3 bays until hc I 50. FOR EXPLANATION OF TABLES SEE NOTE 6.5

D - 4 1 REV 2002


-

- 10.0

- 748 594 415 235 173 131 167 132 105 109

84.9 67.8 83.0 67.9 51.7 69.8 59.5 48.7 44.5 35.0 29.8 18.8 13.2 22.2 10.1 7.24 17.0 12.4 12.3 8.76 7.00 5.76

-

-

-

-

-

-

-

- -

-

- - -

-

Total Area

cm2 120 101 81.6 86.0 69.6 58.4 67.8 55.0 46.4 63.4 51.4 43.4 45.4 38.2 31.0 39.4 33.2 27.0

Rad

GYI Axis -

x-x cm

6.30 6.33 6.36 6.40 6.43 6.46 4.74 4.77 4.80 4.75 4.78 4.81 3.95 3.97 4.00 3.10 3.12 3.14

A x B mm

200x1 50

200x100

150x90

150x75

t mm

18.0 # * 15.0

12.0 15.0

* 12.0 10.0 15.0 12.0 10.0 15.0 12.0 10.0

100x65

100x50

80x60 80x40

75x50

70x50 65x50 60x40

10.0 * 8.0

10.0# 8.0 #

* 7.0 #

8.0 * 6.0 * 7.0$ 8.0$ 6.0 * 8.0$ 6.0 * 6.0$

* 5 . 0 $ 6.0$ 5.0 *

COMPRESSION I BS EN 10056-1 : 19991

TWO UNEQUAL ANGLES LONG LEGS BACK TO BACK CONNECTED TO ONE SIDE OF GUSSET OR MEMBER


B€ It. Br It+’ ONE BOLT IN EACH ANGLE AT EACH END

COMPRESSION RESISTANCE FOR STEEL S355 - Elastic Mod. Axis

cm3

x-x

-

I

- resis for

n lnte

- n

9 -

I

, I

I

I

I

! I

I

I

I

!

I

I

- ti

r -

1 , I

i i

i I

i i

I I

I I

!

I I

I I i

)

!

-

I

I

I

I

I

I

! i

I

! I

!

I

1

;pact

S

mm

JS Of ition

Compressio

enclth betwec

ante, P, (kN

sections, L (I Axis

Y-Y cm

1 .o I 2.0 2.5

3.0 I 3.5 4.0

5.0 I 6.0 15 15 15 15 15 15 12 12 12 12 12 12

-

-

-

6.36 6.28 6.22 3.97 3.90 3.85 3.75 3.69 3.64 3.09 3.02 2.97

-

-

-

350 294 238 274 222 186

155.4 127 107 150 123 103

-

-

-

349c 2510 1350 2520 1360 813

196C 159C 1070 183C 149C 999

-

-

-

297C 2180 1200 1740 1020 636

129C 103C 740

103C 81 E 596

-

-

-

238C 1780 1030 1020 672 453 775 61E 466 545 427 318

-

-

-

I 12 12 12 10 10 10

-

3.19 3.14 3.09 3.31 3.27 3.22

-

86.4 73.0 59.2 56.0 47.6 38.6

-

128C 108C 648

106C 891 684

-

1160 917 976 763 597 492 926 796 783 673 t 606 525

76E 635 423 67E 57i 444

-

593 494 490 407 340 288 537 451 445 373 t 347 291

39E 32E 235 371 31 I 234

-

285 209 234 171 172 127 252 182 215 155 t 170 125

10 10 10 10 10 8

-

-

2.79 2.74 2.72 2.09 2.04 2.59

-

-

46.4 37.8 33.2 36.4 27.6 21.4

-

-

83E 68: 500 581 299 474

-

-

437 34s 277 21 E 137 234

-

-

224 17E 147 102

68.3 121

-

-

8 8 8 8

- 18.0 2.53 13.8 2.55 18.8 2.35 t 14.4 2.37

1.71 1.66

22.8 17.5

387 287 190 2591 128 176

125 90.5 67.9 93.81 51.8 71.6

56.4 40.7 27.0 37.51 19.3 26.7

2.19 2.14

20.8 16.0

465 35E 256 3401 255 190

191 142

91.: 67.1 45.3 61.81 44.4 32.5

8 8 - 2.19

2.21 - 14.0

10.3 - 332

229 - 13:

108 - 66.5

48.9 -

8 8 9.58 11.4 I 1.88 1.89

1.80 1.78

10.1 8.50

254 21 2

85.4 70.7

39.c 32.2

* Not available from some leading producers. Check availability. # Check availability. * Section is slender under axial compression and allowance has been made in calculating the compression resistance which is given in italic type.

Values in bold type indicate that the section has been divided into more than 3 bays until h, 2 50 FOR EXPLANATION OF TABLES SEE NOTE 6.5

D - 42 REV 2002


COMPRESSION IBS EN 10056-1: 19991

B s B TWO UNEQUAL ANGLES LONG LEGS BACK TO BACK B s B

x-T--x CONNECTED TO BOTH SIDES OF GUSSET OR MEMBER SUBJECT TO AXIAL COMPRESSION



"-=rX - Rad

Axis

cm

GYI -

x-x

- JS Of ition

Axis

Y-Y cm

-

- Elastic Mod. Axis

cm3 350 294 238 274 222 186

155.4 127 107 150 123 103

x-x

-

-

-

I resistance,

n lntersectio for

SE Desi

ComF

Length

l ion Space Total Ination Area

t S

mm mm cm2 18.0# 15 120 15.0 15 101 12.0 15 81.6

* 15.0 15 86.0 * 12.0 15 69.6 * 10.0 15 58.4

15.0 12 67.8 12.0 12 55.0

* 10.0 12 46.4 15.0 12 63.4 12.0 12 51.4 10.0 12 43.4 12.0 12 45.4 10.0 12 38.2

* 8.0 12 31.0 12.0 10 39.4 10.0 10 33.2

* 8.0 10 27.0 10.0# 10 31.2 8.0 # 10 25.4 7.0 # 10 22.4

I 8.0 $ 10 22.8

7.0 $ 8 18.8 8.0 $ 8 18.0 6.0 f 8 13.8

' 6.0 $ 10 17.4

..

I

I

I

I

I

I

!

t

I

!

I

I

1

I

1

1

I I -

A x A mm I 2.0

2.5 I 3.0 3.5

4.0 I 5.0 6.0 I 7.0 I 200x1 50 6.30

6.33 6.36 6.40 6.43 6.46 4.74 4.77 4.80 4.75 4.78 4.81

-

-

-

6.36 6.28 6.22 3.97 3.90 3.85 3.75 3.69 3.64 3.09 3.02 2.97

-

-

-

316C 2290 1250 2100 1170 714

-

260C 1940 1100 1250 790 517

-

2380 20011 1780 1510 1030 911 1020 751 672 514 t 453 360

1550 1290 10411 1200 1010 816 760 659 552 567 440 350 398 314 253 it 287 231 189

200x1 00

160C 129C 890

124C 992 707

-

9Oi 71 E 537 65E 51 7 393

-

150x90

150x75

3.95 3.97 4.00 3.10 3.12 3.14 3.14 3.16 3.17 3.19 3.21 2.51

-

-

-

-

3.19 3.14 3.09 3.31 3.27 3.22 2.79 2.74 2.72 2.09 2.04 2.59

-

-

-

-

86.4 73.0 59.2 56.0 47.6 38.6 46.4 37.8 33.2 36.4 27.6 21.4

-

-

-

-

91 i 76: 492 79E 67: 525 537 431 336 291 176 321

-

-

-

-

494 407 288 451 37: 291

-

766 593 635 4911 423 340 676 537 572 445 444 347

125x75

100x75

282 212 177 12t

84.6 14:

-

-

224 157 178 124 147 103

I 102 68.8 68.3 46.9 121 82.2

56.4 37.5 40.7 27.0 91.3 61.8 67.1 45.3 66.5 45.0 52.7 35.9 39.0 26.C 32.2 21.4

100x65

100x50

80x60 80x40 2.53

2.55 1.71 1.66

22.8 17.5 287 3871 190 259

172 128

71.€ 51.8 114

84.1 83.; 65.5 49.! 40.t

-

- - -

-

75x50 8.0 * 8 18.8 ~ 6.0 t I 8 I 14.4

2.35 2.37

2.19 2.14

20.8 16.0 4551 356 256 34c

25: 19t 1 E€ 141 12[

99.1

- - -

-

2.20 2.05 - 2.19

2.21 - 14.0

10.3 - 70x50

65x50 60x40 I .ea

1.89 - 1.80 I .7a -

10.1 8.50 -

$ Not available from some leading producers. Check availability. # Check availability.

Section is slender under axial compression and allowance has been made in calculating the compression resistance which is given in italic type.

Values in bold type indicate that the section has been divided into more than 3 bays until hc 550. FOR EXPLANATION OF TABLES SEE NOTE 6.5

D - 4 3 REV 2002


3.9 90.6

3.92 76.3

2 0 1 2 0 1 2 0 1 2 0 1 1

22

26 22

26 22

26 22

26 22

2.93

2.95

2.97

2.34

2.35

2.36

2.38

43

34.8

29.3

34

27.5

23.2

18.8

TENSION

EQUAL ANGLES SUBJECT TO AXIAL TENSION

BS EN 10056-1 : 1999

LA" TENSION CAPACITY FOR S355

Section Mass

Per Metre

ka

Holes Deducted From Angle

Equivalent Tension

Area

cm2 77.8 67.2 60.4 56.7 65.4 56.4 50.7 47.6 59.2 51 .O 45.9 43.1

Radius of Gross

Axis

Weld or

Bolt Size

Tension Capacity

p, kN

on Design;

A x A mm

t mm

200x200 24 # 71 .I Weld M24 M24 M20 Weld M24 M24 M20 Weld M24 M24 M20

2680 2320 2080 1960 2260 1950 1750 1640 2040 1760 1580 1490

20 59.9 26 26

18 54.3

3 22 16 48.5 Weld

M24 M24 M20

26 26 22

52.9 45.5 40.9 38.5

1880 1620 1450 1370

18 # 40.1

2.93 I 51'2 1 I 26

150x1 50

120x1 20

Weld M24 M20 Weld M24 M20

43.9 36.7 33.1 36.9 30.7 27.7 29.8 24.8 22.4 25.0 20.8 18.8 29.2 23.5 24.2

1520 1260 1140 1310 1090 985 1060 879 795 888 738 668 1040 835 858

15 33.8

12 27.3 Weld M24 M20 Weld M24 M20 Weld M24 M20

10 23

15 # 26.6

12 21.6 Weld M24 M20 Weld M24 M20 Weld M24 M20

23.6 19.0 19.5 19.8 15.9 16.4 16.0 12.9 13.2

837 673 692 704 566 581 569 457 469

10 18.2

22 0

26 1 22

8 # 14.7


D - 44


BS 5950-1 : 2000

in

t mrn

15 #

12

10

8

12 #

10

8

7 #

10 * 8 $

8 $

6 *

TENSION

Per Gyration Area or From Angle Tension Capacity Metre Axis Bolt No. Diameter Area

v-v Size pt kg cm cm2 mrn crn2 kN

21.9 1.94 28 Weld 0 24.1 856 M24 1 26 18.7 664 M20 1 22 19.4 688

17.8 1.94 22.7 Weld 0 19.5 692 M24 1 26 15.1 537 M20 1 22 15.6 555

15 1.95 19.2 Weld 0 16.4 584 M24 1 26 12.7 452 M20 1 22 13.2 468

12.2 1.96 15.5 Weld 0 13.3 470 M24 1 26 10.3 364 M20 1 22 10.6 377

15.9 1.75 20.3 Weld 0 17.5 61 9 M20 1 22 13.7 487 M16 1 18 14.3 506

13.4 1.75 17.1 Weld 0 14.7 521 M20 1 22 11.5 409 M16 1 18 12.0 425

10.9 1.76 13.9 Weld 0 11.9 422 M20 1 22 9.33 33 1 M16 1 18 9.69 344

9.61 1.77 12.2 Weld 0 10.4 370 M20 1 22 8.19 291 M16 1 18 8.49 302

11.9 1.55 15.1 Weld 0 13.0 460 M20 1 22 9.93 353 M16 1 18 10.4 368

9.63 1.56 12.3 Weld 0 10.5 374 M20 1 22 8.05 286 M16 1 18 8.41 298

8.99 1.46 11.4 Weld 0 9.78 347 M20 1 22 7.36 261 M16 1 18 7.72 274

6.85 1.47 8.73 Weld 0 7.46 265 M20 1 22 5.61 199 M16 1 18 5.88 209

I BS EN 10056-1 : 1999 I EQUAL ANGLES

SUBJECT TO AXIAL TENSION

TENSION CAPACITY FOR S355

Section I Mass I Radius of I Gross I Weld I Holes Deducted I Equivalent I Tension Design;

A x A mm

100x1 00

90x90

80x80

75x75

4 Not available from some leading producers. Check availability. # Check availability. FOR EXPLANATION OF TABLES SEE NOTE 7.1

.

D - 45


40x40 5 * 2.97

4 * 2.42 14

14

14

2.64 93.6 1.88 66.9 2.29 81.3 1.56 55.3 1.95 69.2 1.24 44

14

14

14

14

1.49 52.8 0.948 33.7 1.60 56.6

0.909 32.3 1.22 43.3

0.698 24.8 0.964 34.2 0.458 16.3

20x20 3 * 0.882

TENSION

EQUAL ANGLES SUBJECT TO AXIAL TENSION

BS EN 10056-1: 1999

L A V


Tension Capacity

p, kN

Holes Fro1

No.

Section Designation

Metre

Radius of Gyration

Axis

cm v-v

Gross Weld Area or

Bolt Size

cm2 9.4 Weld

M20 M16

8.13 Weld M20 M16

Angle Tension

5.95 1 d m

y m A 1 kg 70x70 7 * 7.38 1.36 286 21 1

1.37

5.40 7.48 265

22 5.40 192 I 7 *

65x65 I 6'83

1.26

18 5.71 203 7.76 276

6ox60 I * I 7.09 1.16 0

18 5.81 206 5.92 21 0 1.17

1.17 18 4.43 157

4.97 177

50x50

3.06

0.968

0.973 M12

4.8 Weld 0 3.72 4.1 1 146

14 3.1 3 111 3.32 118 0.979

14 2.53 89.8 3.34 118 I 4.5* I 3.06

45x45 0.87 Weld M12 1

0 M12 1

0.773

0.777 3.08 Weld 0 I M12 I 1

35x35 I * I 2.09 0.678 2.67 Weld 0 I M12 I 1 0.577 2.27 Weld 0 I M12 I 1

I * I 1.36 0.581 1.74 Weld 0 I M12 I 1

25x25 0.482 1.85 Weld 0 I M12 1 1 0.484 1.42 Weld 0 I M12 I 1 0.383

* Not available from some leading producers. Check availability, FOR EXPLANATION OF TABLES SEE NOTE 7.1

D - 4 6


BS EN 10056-1 : 1999 TENSION

UNEQUAL ANGLES SHORT LEG ATTACHED



Section Radius of 1 Gross I Weld I Holes Deducted 1 Equivalent I Tension I


~

D - 47


I BS 5950-1 : 2000 TENSION

Section Designation

A x B t mm mm

125x75 12

10

8

100x75 12

10

8

100x65 10 #

8 #

7 #

100x50 8 $

6 $

80x60 7 *

UNEQUAL ANGLES SHORT LEG AlTACHED


Mass Radius of Gross Weld Holes Deducted Equivalent Tension

Per Gyration Area or From Angle Tension Capacity Metre Axis Bolt No. Diameter Area

v-v Size p,

kg cm cm2 mm cm2 kN 17.8 1.61 22.7 Weld 0 18.6 660

M20 1 22 13.8 492 M16 1 18 14.4 51 0

15.0 1.61 19.1 Weld 0 15.6 555 M20 1 22 11.6 41 3 M16 1 18 12.1 428

12.2 1.63 15.5 Weld 0 12.7 449 M20 1 22 9.41 334 M16 1 18 9.77 347

15.4 1.59 19.7 Weld 0 16.5 585 M20 1 22 12.3 438 M16 1 18 12.9 457

13.0 1.59 16.6 Weld 0 13.9 492 M20 1 22 10.4 368 M16 1 18 10.8 384

10.6 1.60 13.5 Weld 0 11.3 399 M20 1 22 8.41 299 M16 1 18 8.77 31 1

12.3 1.39 15.6 Weld 0 12.9 457 M20 1 22 9.28 329 M16 1 18 9.72 345

9.94 1.40 12.7 Weld 0 10.5 371 M20 1 22 7.53 267 M16 1 18 7.89 280

8.77 1.40 11.2 Weld 0 9.21 327 M20 1 22 6.64 236 M16 1 18 6.94 247

8.97 1.06 11.4 Weld 0 9.1 8 326 M12 1 14 6.87 244

6.84 1.07 8.71 Weld 0 7.00 248 M12 1 14 5.23 186

7.36 1.28 9.38 Weld 0 7.83 278 M16 1 18 5.82 207



D - 48


TENSION

Section Designation

I

BS 5950-1 : 2000

Mass Radius of Gross Weld Holes Deducted Equivalent Tension Per Gyration Area or From Angle Tension Capacity

Metre Axis Bolt No. Diameter Area

UNEQUAL ANGLES SHORT LEG AlTACHED


A x B mrn

80x40

75x50


t v-v Size mrn kg cm cm2

8 * 7.07 0.838 9.01 Weld 0 M12 1

6 $ 5.41 0.845 6.89 Weld 0 M12 1

8 $ 7.39 1.07 9.41 Weld 0 M12 1

6 $ 5.65 1.08 7.19 Weld 0 M12 1

14 7.27 258 5.19 184 5.54 197 1 3.96 I 141 I 14 - 7.79 276

14 1 5.87 I 208 1 - I 5.93 I 211 I

14 I 4.47 I 159 I

1-4 3.50 1 ii; I 4.70

14 3.36 119 3.95 140

14 I 2.83 I 100 I 3.45 122 I 2.27 I 80.6 I 14 - 3.10

14 2.02 2.37

14 1.54 2.02

14 1.21 1.82

14 0.994 1.54

14 0.794 1.18

14 0.61 3

110 71.7 84.1 54.6 71.8 43.1 64.7 35.3 54.7 28.2 41.9 21.8

* Not available from some leading producers. Check availability. FOR EXPLANATION OF TABLES SEE NOTE 7.1

D - 49


TENSION

50.5

BS 5950-1 : 2000

M20 3 22 38.6 1330 Weld 0 44.4 1570

UNEQUAL ANGLES LONG LEG ATTACHED


40.8


M20 3 22 32.4 1150 Weld 0 35.8 1270

Radius of Gyration

Axis

Section Designation

Metre

43.0

34.8

29.2

33.9

A x B mm

200x1 50

M24 1 26 31.4 1110 M24 2 26 27.9 992 M20 3 22 26.1 926 Weld 0 39.1 1390 M24 1 26 35.2 1250 M24 2 26 30.9 1100 M20 3 22 28.6 1020 Weld 0 31.6 1120 M24 1 26 28.4 1010 M24 2 26 24.9 885 M20 3 22 23.1 820 Weld 0 26.4 939 M24 1 26 23.7 843 M24 2 26 20.9 74 1 M20 3 22 19.3 687 Weld 0 30.5 1080

200x1 00

31.7

150x90

M20 2 22 15.8 559 Weld 0 28.9 1030 150x75

21.7

Size

Weld M24 M24

M20 2 22 17.8 633 Weld 0 19.7 699

From Angle Tension No. Diameter Area

mm cm2 0 52.9 1 26 46.5 2 26 41.4

M24 M20

Capacity

Pt kN

1 26 17.0 603 2 22 15.0 533

1820 1600 1430

M24 1 26 39.0 1380 I M24 I 2 I 26 I 34.7 I 1230

I M20 I 2 1 22 I 23.2 I 823 27.5 I Weld I 0 1 I 24.7 I 875

20.7 M24 26 17.7 630

23.4 M24 26 20.2 71 8


D - 50


BS 5950-1 : 2000

Section Designation

A x B t mrn mrn

125x75 12

10

8

100x75 12

10

8

100x65 10 #

8 #

7 #

100x50 8 $

6 *

80x60 7 *

TENSION

Mass Radius of Gross Weld Holes Deducted Equivalent Tension Per Gyration Area or From Angle Tension Capacity

Metre Axis Bolt No. Diameter Area v-v Size PI

kg cm cm2 rnm crn2 kN 17.8 1.61 22.7 Weld 0 20.4 724

M24 1 26 16.9 601 M20 2 22 14.5 51 6

15.0 1.61 19.1 Weld 0 17.1 608

M24 1 26 14.2 504 M20 2 22 12.2 433

12.2 1.63 15.5 Weld 0 13.9 492

M24 1 26 11.5 407 M20 2 22 9.88 351

15.4 1.59 19.7 Weld 0 17.4 61 7

M24 1 26 13.6 483 M20 1 22 14.1 502

13.0 1.59 16.6 Weld 0 14.6 51 9

M24 1 26 11.4 406 M20 1 22 11.9 422

10.6 1.60 13.5 Weld 0 11.9 42 1

M24 1 26 9.26 329 M20 1 22 9.61 341

12.3 1.39 15.6 Weld 0 13.9 494

M24 1 26 10.9 388 M20 1 22 11.4 404

9.94 1.40 12.7 Weld 0 11.3 40 1

M24 1 26 8.86 315 M20 1 22 9.21 327

8.77 1.40 11.2 Weld 0 9.94 353 M24 1 26 7.80 277 M20 1 22 8.1 1 288

8.97 1.06 11.4 Weld 0 10.4 368 M24 1 26 8.21 292 M20 1 22 8.56 304

6.84 1.07 8.71 Weld 0 7.90 280 M24 1 26 6.24 22 1 M20 1 22 6.50 23 1

7.36 1.28 9.38 Weld 0 8.25 293 M20 1 22 6.36 226 M16 1 18 6.66 237

UNEQUAL ANGLES LONG LEG ATTACHED


A ' V TENSION CAPACITY FOR S355


D - 51


BS 5950-1 : 2000

1.07

0.855

0.860

0.633

0.639

TENSION

UNEQUAL ANGLES LONG LEG AlTACHED


5.54

5.68

4.79

4.28

3.78

Designation Metre

Weld M20 M16 Weld M16 Weld

80x40 l-t

0 4.85 1 22 3.51 1 18 3.73 0 5.06 1 18 3.81 0 4.25

I 5 *

65x50

60x40

60x30

50x30

45x30

40x25

40x20

30x20

I 4'35 6 $ 4.46

5 * 3.76

5 * 3.36

5 * 2.96

4 * 2.25

4 * 1.93

4 * 1.77

4 * 1.46

M16 Weld M16 Weld

I * I l.12

1 18 3.21 0 3.90 1 18 2.95 0 3.40


0.838 9.01

0.845 +

0.640

0.534 7 0.41 7

0.421

0.424 I 1.43

L ' V

Weld I Holes Deducted 1 Equivalent From Angle

Bolt Size

Weld 8.23 M20 I 1 I 22 I 6.41 y+ 4.87

M16 6.72

Weld M20 M16 1

;I.': 4.78

Weld M12

1.57 2.06

14 1.47 1.66

14 I 1.03

A I . 2 0.793

Tension Capacity

PI kN 292 228 240 222 173 182 298 226 239 227 172 181 21 6 160 170 1 72 125 132 179 135 151 114 138 105 121 93.0 90.5 67.4 78.2 55.9 73.2 52.3 59.0 36.7 45.1 28.2


D - 52


TENSION

Mass

per detre

kg 142

120

109

97.0

80.2

67.6

54.6

46.0

53.2

43.2

36.4

29.4

BS 5950-1 : 2000

Space Betweer Angles

mm 15

S

15

15

15

12

12

12

12

12

12

12

12

I BS EN 10056-1 : 1999 I TWO EQUAL ANGLES

BACK TO BACK SUBJECT TO AXIAL TENSION

Equivalent

Tension Area

cm2 168 156 142 135 1 42 131 120 113 128 119 108 103 115 106

Y I

Tension Capacity

kN 581 0 5370 4900 4650 4890 4520 41 30 391 0 4430 4090 3730 3540 4070 3760

x- , - L T J A

Y-Y cm 8.95

8.87

8.83

8.79

6.75

6.66

6.59

6.54

5.49

5.42

5.36

5.34

Y

cm2 181

153

138

124

102

86.0

69.6

58.6

68.0

55.0

46.4

37.6


weld Holes Deducted Rad ius of I Gross Gusset On Back Composed Of G w a t i d Area Two An' of Anc

Equivalent

Tension Area cm2 156 1 34 121 113 131 113 101 95.3 118 102 91.7 86.2

;

Tension 2apacity

kN

'S

t mm

- Axis

cm 6.06

x-x

-

Axis I Bolt I No. IDiametei

A x A mm

Size

M24 M20 22

M24 26 26

200x200 24 # 5370 4640 41 70 391 0 451 0 3890 3500 3290 4080 3520 31 60 2970

20 6.1 1

- 6.1 3

- 6.16

- 4.55

18

16

18 #

15

12

M20 22 Weld 0 106

91 .o 81.9 77.0

3750 3230 291 0 2730

M24 I 1 I 26

150x1 50. 3030 2530 2280 2620 21 80 1970

87.9 73.3 66.2 73.7 61.4 55.5

Weld M24 26 M20 22

85.4 2950 78.3 2700 79.9 2830 71.7 2540 65.7 2330 64.6 2290 57.9 2060 53.2 1890 54.3 1930 48.7 1730 44.8 1590

4.57

- 4.60 2110

1760 1590 1780 1480 1340

.2070 1670 1720 1670 1350 1380 1410 1130 1160 1140 914 939

59.5 49.5 44.8 50.0 41.6 37.6

M24 M20 Weld M24 M20 Weld M24

-

-

1 2 0 1 2 0 1

-

-

26 22 - 26 22 -

4.62

- 3.63

- 3.65

- 3.67

- 3.71

10

15 # 120x1 20 58.4 47.0 48.3 47.1 37.9 39.0 39.7 31.9 32.8 32.1 25.7 26.4

26 2000 1810

44.5 1580 45.5 1620

12

10

M24 M20 Weld M24

- 1 1 0 1

- 26 22 - 26

M20

8 # 1080

31 .O 1100


D - 53


TENS I0 N

TWO EQUAL ANGLES BACK TO BACK


BS EN 10056-1: 1999

Y

x- , - i - J A

s+jh TENSION CAPACITY FOR S355 Y

I Composed Of I Mass I Space I Radius of I Gross1 Weld I Holes Deducted1 Gusset Between I Gusset On Back Two An!

A x A mm

100x1 00

90x90

80x80

75x75

+ Not available from some leading producers. Check availability. # Check availability. FOR EXPLANATION OF TABLES SEE NOTE 7.2


BS 5950-1 : 2000 I BS EN 10056-1: 1999 I

TENSION

TWO EQUAL ANGLES BACK TO BACK

SUBJECT TO AXIAL TENSION Y

x- - i - , a A

TENSION CAPACITY FOR S355 Y

Not available from some leading producers. Check availability. FOR EXPLANATION OF TABLES SEE NOTE 7.2


TENSION

TWO UNEQUAL ANGLES LONG LEGS BACK TO BACK SUBJECT TO AXIAL TENSION

BS EN 10056-1 : 1999

!S . t

mm 18 #

15

12

15

12

10

15

12

10

15

12

10

I ComposedOf I Mass

Per Metrc

kg 94.2

79.2

64.0

67.5

54.6

46.0

53.2

43.2

36.4

49.6

40.4

34.0

I TwoAn Angles Equivalent

Tension Area cm2 113 105 97.9 94.9 88.2 82.2 76.6 71.1 66.4 82.1 76.9 78.2 66.4 62.1 63.2 55.6 52.1 53.0 64.4 59.3 60.7 52.2 48.0 49.1

A x B mm

200x1 50

200x1 00

150x90

150x75

Tension Capacity

kN 3900 3620 3380 3370 31 30 2920 2720 2530 2360 291 0 2730 2780 2360 221 0 2240 1980 1850 1880 2290 21 10 21 50 1850 1710 1740

43.9 40.5 41.3 60.6 56.0 57.4 49.1 45.3 46.4 41.4 38.2 39.1


1560 1440 1470 21 50 1990 2040 1740 1610 1650 1470 1360 1390

Space I Radius of I Gross

12 4.80 3.64 46.4

12 4.75 3.09 63.4

12 4.78 3.02 51.4

12 4.81 2.97 43.4

Weld Holes Deducted

Weld M24 M20

Weld M24 26

M20 Weld M24 26 M20 1 22 Weld 0 M24 1 26 M20 1 22 Weld 0 M20 1 22 M16 1 18 Weld 0 M20 1 22 M16 1 18 Weld 0 M20 1 22 M16 1 18 Weld 0 M20 1 22 M16 1 18 Weld 0 M20 1 22 M16 1 18 Weld 0 M20 1 22 M16 1 18

Y

x- -

‘+/i& Y

Gusset 01 of Ang

Equivalent Tension Area

cm2 100 82.2 75.1 84.2 68.9 63.0 67.9 55.5 50.8 69.2 52.4 53.7 55.9 42.3 43.4 46.9 35.5 36.4 55.6 42.8 44.2 45.0 34.7 35.7 37.9 29.2 30.0 51.1 37.9 39.3 41.4 30.7 31.7 34.9 25.9 26.7

Back 3s Tension Capacity

kN 3460 2840 2590 2990 2450 2240 241 0 1970 1800 2460 1860 1910 1990 1500 1540 1660 1260 1290 1970 1520 1570 1600 1230 1270 1340 1040 1070 1820 1350 1390 1470 1090 1130 1240 91 8 949



BS 5950-1 : 2000 TENSION



Composed Of I Mass I Space I Radius of I Gross1 Weld I Holes Deducted1 Gusset Between

i x- A-$ -

Y

Two An

A x B mm

125x75

100x75

100x65

100x50

Gusset 01 of Ang

Equivalent

Tension Area

cm2 37.2 27.7 28.7 31.2 23.3 24.1 25.3 18.8

Back

Tension Capacity

kN

?S

1320 983 1020 1110 826 857 898 668

24.7 25.7 91 4

20.8 27.7 I ;:;

25.7 914 18.6 659 19.4 690 20.9 742 15.1 535 15.8 560

18'4 13.3 I z 13.7 14.0 10.5

48.8 497 371


D - 57


BS EN 10056-1 : 1999

Two Angles

A x B mm

80x60

80x40

75x50

70x50

65x50

60x40

I ComposedOf

t mm

7 *

8 $

6 $

8 $

6 $

6 $

5 *

6 *

5 *

TENS I0 N


V

x- 1 1 - - -x

s+iji3 TENSION CAPACITY FOR S355 Y

Mass Space

per Between Metre Angles

kg mm 14.7 8

S

14.1 8

10.8 8

14.8 8

11.3 8

10.8 8

8.70 8

- Rad

GYI Axis

cm 2.51

x-x

- -

2.53

- 2.55

- 2.35

- 2.37

- 2.20

- 2.05

- 1 .88

- 1.89

M12 1.78 9.58 Weld

M12 14

Gusset Between Angles

Equivalent I Tension

Tension Area Capacity 4 15.2 I 540 17.2 I 612

17.8 15.9 13.6 12.1 429

9.19 9.04 7.75 I 275

Gusset 01 of Ang

Equivalent Tension Area

cm2 15.7 11.6 14.5 10.4 11.1 7.92 15.6 11.7 11.9 8.94 11.4 8.64 9.26 7 on 9.39 6-71

7.91 5.65

- 1 Back

?S

Tension Capacity

kN

556 41 4 51 6 369 394 281 553 41 7 42 1 31 7 406 307 329 249 333 238 281 201


D - 58


BENDING

12.0 2830 2370 1960 1680 1410 1130 914 715 2740 2270 1210 975 784

800 633

599 497

13.0 2630 2190 1810 1540 1290 1030 a28 645

2520 2080 1110 aa6 709

728 570

541 447

7770 6950 6210 5720 5120 4430 3920

7770 7340 6950 6530 6210 5780 5720 5300 5120 4710 4430 4060 3920 3540

4100 3500 2970 2610 2230 1840 1520 1220 4030 3440

1590 1930

1320 1090 1300 1010 a53 930 753 576 501 711 598 523 429 1420 942 736 475 397 334 275 354 291 258 222 179 235 199 172 147 122

3690 3130 2640 2300 1950 1600 1310 1050 3640 3080

1380 1690

1130 930 1130 866 729 809 650 493 426 621 518 451 368 1270 a32 643 415 345 288 236 312 255 225 193 154 208 176 151 128 106

5340 4340 3770 3290 2880 3160 2640

2470

1780

1940 1730

1380

2350

2140

1650

1570

5340 5340 4340 4030 3770 3480 3290 3010 2880 2610 3160 2880 2640 2380

2470 2180

1770 1520

1940 1680 1710 1480

1360 1160

2350 2100

2140 1860

1620 1390

1560 1340

579 456 338 2aa

529 415 306 260

447 368 317 254 972 609 459

248 204

302

164 230 186

138 109

163

156 130 110 92.6 75.5

409 335 2aa 230 900 558 418

227 186

277

149 212 171

126 98.8

149

144 120 101 84.9 69.0

2580 1910 1580 1430 1270 1130 1020 1100

901 a38 731 770

650 587

976

695

522

2580 2480 1910 1820 1580 1500 1390 i i ao 1230 1040 1090 916 973 a09 1050 a79

a49 702 782 640 676 548 714 5aa

593 478 533 427

922 766

641 523

471 373

BS 5950-1 : 2000

UB SECTIONS SUBJECT TO BENDING

x - - X I MOMENT CAPACITY AND BUCKLING RESISTANCE MOMENT FOR S355 ;I

Section Designation

Section Classification

Buckling Resistance Moment, Mb (kNm) for

Moment

kNm Effective lengths, LE (r

q T i - - 4.0 - 5.0 - 6.0 - 7.0 10.0

3360 - 2830 2370 2050 1730 1410 1150 909 3300 2770 1490 1220 990 808 995 756 633 71 5 570 429 369

- -

-

-

11.0 3070 2580 21 50

-

I a50 1560 1260 1020 aoi -

3000 2500 1340 1080 876 71 1

-

- aaa 669 557 640 507

-

378 324

14.0 2450 2040

-

I 680 1430 1190 944 757 587 - 2330 1910 1020

647

- a1 1

51 a - 668 494 407

6580 581 o 51 20 4660 41 30 3530 3060 2570 - 5830 5080 3540 3040 261 0 2240 251 0 2050 1790 1850 1570 1270 1150 1420 1240 1120 956

-

-

-

-

5850 51 20 4470 4040 3540 301 0 2570 21 30 5380 4670 3050 2600 221 0

- -

I aao - 21 30 1710 1490 1550 1290 1030 919

-

- I iao 1020 91 2 770

201 0 1430 1160 796

-

- 685 590 503 - 583 494 446 395 328 - 383 333 295 257 21 9

51 ao

3880 4490

3470 3020 2540 2140 1750 4920 4250 261 0 2200

- -

1 a50

1 aoo 1550 - 1420 1220 1290 1060 835 737

-

4590 3950 3380

2580

I aoo

2990

21 50

1450 4460 - 3830

I a60

- 2230

1550 1290 1520 1190 1010 1090 887 687 602

-

-

101 6X305X487 # + 101 6x305~437 # + 101 6x305~393 # + 101 6x305~349 # + 1016x305~314 # + 101 6x305~272 # + 101 6x305~249 # + 101 6x305~222 # +

91 4x41 9x343 #

914x305~253 # 91 4x305~224 #

914x305~201 #

91 4x41 9x388 +Y

91 4~305x289 JY

a3ax292~226# a3ax292~1 94 a3ax292~176 # 762x267~197 762x267~173 762x267~147 762x267~134

Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic

Compact Plastic Plastic Plastic Plastic

487 380 279 236

984 a41 745 622 1780 1240 993 656 559 477 401 482 404 362 31 7 261

-

-

-

- 318 273 240 207 175

829

61 a 702

51 1 1590 - I oao a52 - 552 466 394 328 - 409 339 302 262 21 3 271 231 20 1 1 72 144

-

550 456 396 320 1160 742

-

568 - 369 305 253 206 - 278 227 200 1 70 135 187 157 134 113 93.1

-

-

493 407 352 283 - 1060 669 508 332 273 226

-

1 a3 - 252 204 179 152 120 170 142 121 102 83.3

-

-

378 308 264 21 0 - a39

383 51 5

- 256 209 171 136 197 - I 58 I 38 116 90.7 133 111 93.9 78.4 63.6

-

-

2240 1620 1330 975 849 740 642 71 6 61 6 561 503 424 473 41 5 374 329

-

-

-

284

Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic

61 0~305x238 61 0x305~179 610x305~149 61 0x229~140 61 0x229~125 61 0x229~113 610x229~101 533x21 0x1 22 533x21 0x1 09 533x210~101 533x210~92 533~21o~a2 457x1 91 xga 457x1 91 xa9 457x1 91 x82 457x1 91 x74 457x1 91 x67

+ Section is not given in BS 4-1 : 1993. # Check availability. Mb is obtained using an equivalent slenderness = u.v.~.~, 0.5.

Section classification given applies to members subject to bending about the x-x axis only. FOR EXPLANATION OF TABLES SEE NOTE 8.1

D - 59


BENDING

2.5 456 402 359 312 256 430 381 336 291 202 156 346 283 247 210 134 105 240 201 171 160 133 113 79.8 62.3 48.8 152 127 99.2 62.3 50.8 40.0 79.3 62.6 45.8 33.5 22.8 15.1

I BS 5950-1: 2000 I BS 4-1 : 1993

3.0 395 346 304 262 213 382 336 295 253 167 127 309 249 217 182 110 84.5 214 177 150 136 112 93.6 64.9 49.8 38.5 134 111 85.1 51.4 41.3 32.1 69.2 53.6 38.6 28.2 19.3 13.0

UB SECTIONS SUBJECT TO BENDING

3.5 343 297 259 221 177 337 295 257 218 140 105 274 219 188 157 91.8 69.4 190 156 130 118 95.1 79.0 54.3 41.1 31.5 119 96.5 73.1

Y

"

4.0 300 258 223 189 150 298 259 224 189 118 87.5 244 192 164 135 78.0 58.3 169 137 114 103 82.6 68.0 46.5 34.9 26.5 106 84.9 63.3

.-Ix MOMENT CAPACITY AND BUCKLING RESISTANCE MOMENT FOR S355

7.0 165 138 115 94.6 72.1 164 138 116 94.5 58.8 41.4 139 104 86.0 68.3 40.2 28.8 96.9 75.2 60.0 59.1 45.9 36.7 25.2 18.3 13.5 62.0 47.9 33.8 20.9 16.1 11.9 31.4 22.5 16.8 12.3 8.78 6.15

8.0 143 119 98.8 80.7 61.0 142 119 99.2 80.2 50.2 35.0 121 89.8 73.8 58.1 34.7 24.6 84.7 65.2 51.6 51.9 40.1 31.9 22.0 15.8 11.6 54.5 41.8 29.3 18.3 14.0 10.3 27.6 19.7 14.7 10.8 7.75 5.45

9.0 127 105 86.7 70.5 52.9 125 104 86.6 69.5 43.9 30.3 107 79.1 64.6 50.6 30.5 21.5 75.2 57.5 45.2 46.3 35.6 28.3 19.5 14.0 10.2 48.7 37.2 25.8 16.3 12.4 9.15 24.6 17.5 13.2 9.63 6.95 4.89

10.0 114 94.4 77.3 62.6 46.8 112 92.9 76.9 61.4 39.0 26.7 96.7 70.7 57.5 44.8 27.3 19.1 67.8 51.6 40.3 41.8 32.1 25.4 17.5 12.5 9.15 44.0 33.5 23.1 14.7 11.2 8.21 22.3 15.7 11.9 8.71 6.30 4.44

625 561 516 457 389 533 478 426 375 315 257 430 359 318 275 234 193 300 256 221 252 218 191 171 143 121 201 171 140

625 561 516 457 389 533 478

426 375 315 257 430 359 318 275 230 188 300 256 221 251 215 188 157 130 109 201 171 140

587 525 477 420 353 525 469 417 364 282 225 422 350 309 265 198 160 294 249 214 220 187 163 128 104 85.1 191 162 130 96.5 81.6 66.9 103 83.2 66.7 48.9 33.3 21.7

522 464 418 366 305 478 426 377 328 242 190 384 317 279 238 165 131 267 225 193 188 159 136 101 80.3 64.0 171 144 115 77.4 64.2 51.5 90.7 72.8 55.2 40.5 27.4 17.9

237 201 171 143 112 237 203 174 144 89.3 64.6 196 151 128 104 59.5 43.7 136 108 88.6 82.5 65.1 52.9 36.2 26.7 20.0 85.8 67.8 49.3 29.6 23.1 17.4 43.4 32.0 23.3 17.0 12.0 8.31

194 164 138 114 87.8 194 165 140 115 71.0 50.6 163 124 103 82.7 48.0 34.7 113 88.9 71.7 68.8 53.8 43.3 29.7 21.7 16.1 72.0 56.1 40.1 24.5 18.9 14.1 36.4 26.4 19.5 14.2 10.1 7.06

Section Designation


Moment Buckling Resistance Moment, Mb (kNm)

for Effective lenatb

Capacity I

kNm Mcx k 15120 Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic

Compact Plastic

Compact Plastic Plastic Plastic

Semi-compac Plastic Plastic Plastic Plastic

Compact Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic


Compact Plastic

457x1 52x82 457x1 52x74 457x1 52x67 457x1 52x60 457x1 52x52 406x1 78x74 406x1 78x67 406x1 78x60 406x1 78x54 406x1 40x46 406x1 40x39 356x1 71 x67 356x1 71 x57 356x1 71 x51 356x1 71 x45 356x1 27x39 356x1 27x33 305x1 65x54 305x1 65x46 305x1 65x40 305x1 27x48 305x1 27x42 305x1 27x37 305x1 02x33 305x1 02x28 305x1 02x25 254x1 46x43 254x1 46x37 254x146~31 254x1 02x28 254x1 02x25 254x1 02x22 203x1 33x30 203x1 33x25 203x1 02x23

Plastic Plastic

178x1 02x1 9 152x89~16

29.9 I 26.4 11.4 I 10.1 Plastic 127x76~13

Mb is obtained using an equivalent slenderness = u.v.h.~, 0.5.


D - 60


BENDING

3.0 4520 3890 3350 2750 2340 2010 1620 1370 1190 1020 821 1710 1470 1190 925 792 674 543 836 636 498 406 332 316 254 209 178 153 88.8 68.4 45.4

4.0 4520 3890 3350 2750 2340 2010 1620 1360 1170 1000 803 1710 1440 1140 874 740 624 500 792 595 460 372 301 292 231 187 158 134 77.2 57.8 37.3

;, LE (m) 9.0

4420 3690 3060 2440 2020 1670 1290 1020 862 712 557 1410 1150 880 634 515 416 314 617 438 318 242 181 203 151 114 91.2 73.9 44.1 30.7 18.2

10.0 4330 3610 2980 2370 1960 1600 1230 971 811 665 516 1360 1100 838 597 482 386 288 589 414 298 225 166 190 141 105 83.7 67.5 40.5 28.0 16.5

ffective 7.0

4520 3860 3220 2590 2160 1800 1410 1150 976 818 649 1510 1250 974 719 594 488 378 679 493 367 285 219 233 177 136 111 91.1 53.5 37.9 23.0

lengtt 8.0

4510 3770 3130 2510 2090 1730 1350 1080 917 763 601 1460 1200 925 675 553 450 344 647 464 341 262 199 217 163 124 100 81.6 48.4 33.9 20.3

4520 3890 3350 2750 2330 1960 1550 1280 1100 937 751 1640 1370 1080 818 688 576 457 751 558 426 340 271 270 211 168 140 117 67.6 49.4 31.0

4520 3890 3310 2670 2240 1880 1480 1210 1040 877 699 1570 1310 1030 767 639 530 416 714 524 395 311 243 250 193 151 124 103 59.8 43.0 26.4

1470 1190 925 792 676 548 836 645 512 422 350 337 276 233 201

1470 1190 925 792 676 548 836 645 512 422 350 337 276 233 200

975 728 506 401 315 230 514 353 249 184 133 159 116 85.0 67.1

938 696 480 379 297 215 493 336 235 174 125 151 110 79.9 62.9

179 131 97.3 77.3

168 123 90.8 71.8

BS 5950-1 : 2000

BS 4-1 : 1993

UC SECTIONS SUBJECT TO BENDING Y x’Tx

MOMENT CAPACITY AND BUCKLING RESISTANCE MOMENT FOR S355 ~

Section Designation

Section I Moment 1 Classification Capacity

Buckling Resistance Moment, Mb (kNm)

I IT7 I

m - 11.0 4250 3530 291 0 231 0 1900 1540

- - 12.0 -

13.0 41 00 3390 2770 2180 1780 1430

- - 14.0 4020 3320 271 0 2120 1730 1380

- Plastic Plastic Plastic Plastic Plastic Plastic

4520 3890 3350 2750 2340 201 0

4520 3890 3350 2750 2340 201 0

41 70 3460 2840 2240 1840 1490

356x406~634# 356x406~551 # 356x406~467# 356x406~393# 356x406~340 # 356x406~287# 356x406~235# 356x368~202 # 356x368~177 # 356x368~153 #

356x368~129 # 305x305~283 305x305~240 305x305~198 305x305~158 305x305~137 305x305~118 305x305~97

Plastic Plastic Plastic 1190

Semi-compact 1020 1020 Semi-compact

Plastic 1710 1710

764 I 721 I 683 I 647 622 584 549 518 w 1310 1270 1220 1180

Plastic Plastic Plastic Plastic

Compact Semi-compaci


Semi-compaci Plastic Plastic Plastic

Compact

254x254~167 254x254~132 254x254~107 254x254~89 254x254~73 203x203~86 203x203~71 203x203~60 203x203~52 203x203~46 152x1 52x37 152x1 52x30 152x1 52x23

semi-compacti 17: i ;;: Compact 80.7

Semi-compact 60.5 54.9

Plastic

# Check availability. Mb is obtained using an equivalent slenderness = u.v.h.P, O.’.

M,, values in italic type are governed by 1.2pJ and a higher value may be used in some circumstances. Section classification given applies to members subject to bending about the x-x axis only. FOR EXPLANATION OF TABLES SEE NOTE 8.1


BENDING

1.5 372 134 183 94.0 60.3 57.0 28.0 51.2 37.8 5.90 27.6 17.7 15.4

BS 5950-1 : 2000 r l BS 4-1 : 1993

2.0 364 114 170 87.3 56.0 52.7 24.1 47.9 35.4 4.67 25.8 16.6 14.2

JOISTS SUBJECT TO BENDING

2.5 344 96.9 159 81.3 52.1 48.8 21.0 45.1 33.3 3.86 24.3 15.5 13.1

x T x 3.0 3.5 326 309 83.4 72.9 148 139 75.9 70.9 48.7 45.5 45.3 42.2 18.5 16.5 42.4 40.0 31.3 29.4 3.30 2.88 22.9 21.6 14.6 13.7 12.1 11:3

MOMENT CAPACITY AND BUCKLING RESISTANCE MOMENT FOR S355 9

7.0 219 38.7 92.2 47.0 30.2 27.5 9.36 27.5 20.1 1.54 14.8 9.20 7.23

Section Designation

8.0 201 34.3 83.7 42.7 27.4 24.9 8.33 25.1 18.3 1.36 13.5 8.37 6.54

254x203~82 # 254x1 14x37 * 203x1 52x52 # 152x1 27x37 # 127x1 14x29 # 127x1 14x27 #

127x76~16 * 1 14x1 14x27 * 102x1 02x23 #

102x44~7 # 89x89~19 # 76x76~15 * 76x76~13 #

9.0 185 30.7 76.6 39.0 25.1 22.7 7.52 23.1 16.8 1.22 12.4 7.67 5.96


10.0 172 27.9 70.6 35.9 23.1 20.9 6.85 21.3 15.6 1.11 11.5 7.08 5.48

Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic

372 163 187 99.0 64.3 61.1 36.9 53.6 40.1 12.6 29.4 19.2 17.3

I Moment Capacity

372 156 187 99.0 64.3 61.1 32.8 53.6 40.1 7.95 29.4 19.1 16.8

294 64.7 130 66.4 42.6 39.4 14.9 37.7 27.7 2.56 20.3 12.8 10.5

265 240 52.8 44.6 115 102 58.6 52.2 37.6 33.5 34.5 30.7 12.4 10.7 33.7 30.3 24.7 22.2 2.09 1.77 18.2 16.4 11.4 10.2 9.14 8.09

Buckling Resist ince Moment, Mb (kh

for lengths, LE (m) - -ZqTTp

* Not available from some leading producers. Check availability. # Check availability. Mb is obtained using an equivalent slenderness = u.v.h.P, 0.5.



I BS5950-1:2000 I BENDING

5.75 7.1 1 8.77 6.76 8.38 10.4 12.8 8.77 9.83 13.5 16.8 16.6 20.7 26.0 32.0 20.1 25.2 31.6 39.0 23.3 29.1 36.6 45.3 26.4 33.1 41.6 51.6 63.7

I BS EN 10210-2: 1997

Plastic Plastic Plastic Plastic Plastic Plastic Plastic

Compact Compact

Plastic Plastic Plastic Plastic Plastic Plastic


Semi-compact Plastic Plastic Plastic

Semi-compact Compact

Plastic Plastic Plastic


SUBJECT TO BENDING

X X

MOMENT CAPACITY AND SHEAR CAPACITY FOR S355 Y

Section Shear Capacity

P" kN 30.4

Second Moment Of Area

I

cm4 1.70


Metre

Moment Capacity

MC kNm 0.541 1.53 2.04 2.43 2.85 3.31 4.73 5.03 5.45 6.60 7.92 7.58 9.24 11.2 13.4

Desk ation t

mm 3.2 3.2

D mm 26.9 42.4

kg I Plastic Plastic 50.4

57.9 71.2 86.9 73.4 1 1 1

7.62 11.6 13.8 16.2 23.5 33.5 44.7 48.8 59.1 70.9

48.3 Plastic Plastic Plastic Plastic

3.2 4.0 5.0 3.2 5.0 2.9 A

3.2 4.0 5.0 3.2 4.0 5.0 6.3 3.2 3.6 5.0 6.3 5.0 6.3 8.0 10.0 5.0 6.3 8.0 10.0 5.0 6.3 8.0 10.0

60.3

76.1

88.9

;:j; 1 Plastic Plastic 85.2

93.7 116 143

79.2 96.3 116 140

110 137 169 208

114.3 12.9 14.3 19.2 23.3

172 192 257 31 3

143 160 220 273

139.7 29.3 35.9 43.9 52.6

481 589 720 862

271 337 423 520

168.3 43.5 53.3 65.6 79.2

856 1050 1300 1560

328 41 0 51 5 635 378 474 597 737 429 538 679 840 1040

193.7 57.9 71.6 88.6 107 75.0 92.9 115 140 169

1320 1630 2020 2440 1930 2390 2960 3600 4350

219.1 5.0 6.3 8.0 10.0 12.5

A Check availability in S355. Mc values in italic type are governed by 1.2~s and a higher value may be used in some circumstances. FOR EXPLANATION OF TABLES SEE NOTE 8.2


BS 5950-1 : 2000

Section Designation

D t mm mm

244.5 12.0 273 5.0

6.3 8.0 10.0 12.5

BENDING

Mass Section

Metre

68.8 Plastic 33.0 Semi-compact 41.4 Semi-compact 52.3 Compact 64.9 Plastic 80.3 Plastic

per Classification

kg


SUBJECT TO BENDING

323.9

MOMENT CAPACITY AND SHEAR CAPACITY FOR S355

16.0 101 Plastic 6.3 49.3 Semi-compact

406.4

457

508

16.0 122 Plastic 6.3 62.2 Semi-compact 8.0 78.6 Semi-compact 10.0 97.8 Semi-compact 12.5 121 Compact 16.0 154 Plastic 8.0 88.6 Semi-compact 10.0 110 Semi-compact 12.5 137 Compact 16.0 174 Plastic 8.0 98.6 Semi-compact 10.0 123 Semi-compact 12.5 153 Semi-compact 16.0 194 Compact 20.0 241 Plastic

62.3 Semi-compact I ;;:; I Compact Plastic

Moment Capacity

Mc kNm 207 116 147 183 223 271 334 209 26 1 320 39 1 484 313 417 513 630 785 51 5 654 804 1010

622 814 1000 1260 1490


I cm4 5940 3780 4700 5850 71 50 8700 10700 7930 9910 12200 14800 18400 15900 19900 24500 30000 37500 28500 351 00 431 00 54000 39300 48500 59800 74900 91 400

Y

Shear Capacity

P" kN

1120 538 675 851 1060 1310 1650 804 1010 1260 1560 1980 1010 1280 1600 1980 2500 1440 1790 2240 2840 1610 1990 2490 3160 381 0

X

M, values in italic type are governed by 1 . 2 ~ 4 and a higher value may be used in some circumstances. FOR EXPLANATION OF TABLES SEE NOTE 8.2

D - 64


BS EN 10210-2: 1997

BENDING


SUBJECT TO BENDING

MOMENT CAPACITY FOR S355

Section I Mass

Per Metre

kg 3.41 3.61 4.39 5.28 4.35 4.62 5.64 6.85 8.31 5.29 5.62 6.90 8.42 10.3 12.5 7.40 9.99 12.3 15.0 8.53 9.41 11.6 14.2 17.5 9.66 10.7 13.1 16.2 20.1 11.9 14.7 18.2 22.6 27.4 17.8 22.2 27.6 33.7 40.9


Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic

Moment Capacity

Mc kNm 2.08 2.18 2.52 2.85 3.44 3.62 4.26 4.94 5.58 5.08 5.40 6.43 7.58 8.73 9.88 8.27 10.8 12.7 14.6 11.0 12.1 14.6 17.3

Plastic I 20.1 Plastic 14.1 Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic

15.5 18.8 22.6 26.7 19.3 23.6 28.6 34.0 39.4 34.6 42.6 51.6 60.5 69.7


i

cm4 9.78 10.2 11.8 13.4 20.2 21.2 25.0 28.9 32.8 36.2 38.2 45.4 53.3 61.6 69.7 68.6 88.5 104 120 105 114 137 162 189 152 166 200 238 28 1 232 279 336 400 462 498 603 726 852 982

M, values in italic type are governed by 1.2~7 and a higher value may be used in some circumstances. FOR EXPLANATION OF TABLES SEE NOTE 8.2


BENDING BS 5950-1 : 2000


SUBJECT TO BENDING


Mass

Per Metre

kg 21 .o 26.1 32.6 40.0 48.7 22.6 28.1 35.1 43.1 52.7 65.2 24.1 30.1 37.6 46.3 56.6 34.0 42.7 52.5 64.4 80.2 30.4 38.0 47.7 58.8 72.3 90.3 47.9 60.3 74.5 91.9 115 57.8 72.8 90.2 112 141 85.4 106 131 166 122 151 191 235



Compact Plastic Plastic Plastic Plastic Plastic

Semi-compact Plastic Plastic Plastic Plastic

Compact Plastic Plastic Plastic Plastic Slender

Semi-compact Plastic Plastic Plastic Plastic Slender

Semi-compact Plastic Plastic Plastic Slender

Semi-compact Compact Plastic Plastic Slender


Plastic SI end er

Semi-compact Plastic Plastic

Moment Capacity

MC kNm 47.9 58.9 72.4 86.1 101 55.4 68.2 84.1 101 118 138 61.9 78.1 96.6 116 137 99.8 124 151 179 213 84.3 122 155 189 227 272 167 246 302 368 452 21 8 31 5 442 541 673 394 559 748 934 675 968 1240 1470


i

cm4 807 984 1200 1420 1650 1000 1220 1490 1770 2080 2430 1230 1500 1830 21 90 2580 21 70 2660 31 90 3790 4500 2450 301 0 371 0 4470 5340 6390 601 0 7460 9060 10900 13300 10500 131 00 16000 19400 23900 21100 25900 31500 38900 391 00 47800 59300 71 500

Mc values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances. FOR EXPLANATION OF TABLES SEE NOTE 8.2

D - 66


BS EN 10210-2: 1997

Mass oer

BENDING

Section Classification Moms Section Desianation

Metre ka

I - Bending About Bending About M,,

x-x Axis v-v Axis kNm D x B mm

50x30 60x40

80x40

90x50

100x50

100x60

120x60

120x80

150x1 00

160x80

3.61 4.35 5.64

t mm

Plastic Plastic 2.42 Plastic Plastic -3.76 Plastic Plastic 4.64

3.2 3.0 4.0 5.0 3.2 4.0 5.0 6.3 8.0 3.6 5.0 6.3 3.0 3.2 5.0 6.3 8.0 10.0 A

6.85 5.62

3.6 5.0 6.3 8.0

Plastic Plastic 5.41 Plastic Plastic 6.09

3.6 5.0 6.3 8.0

4.16 3.91

5.0 6.3 8.0 10.0

5.98 38.1 19.5 4.29 57.2 18.9

5.0 6.3 8.0 10.0 12.5 4.0 5.0 6.3 8.0 10.0

6.90 8.42 10.3 12.5 7.40 9.99 12.3 6.71 7.1 3 10.8 13.3 16.3 19.6

HOT-FINISHED RECTANGULAR HOLLOW SECTIONS

SUBJECT TO BENDING

Plastic Plastic 7.28 Plastic Plastic 8.56 Plastic Plastic 9.93 Plastic Plastic 11.3 Plastic Plastic 9.29 Plastic Plastic 12.1 Plastic Plastic 14.2 Plastic Semi-compact 9.33 Plastic Semi-compact 9.88 Plastic Plastic 14.2 Plastic Plastic 16.8 Plastic Plastic 19.6 Plastic Plastic 22.1

MOMENT CAPACITY AN0 LIMITING LENGTHS FOR S355 Y

4.69 5.50 6.22 6.86 6.39 8.34

4.1 9 68.2 22.2 4.08 80.3 25.7 3.92 93.3 29.2 3.74 106 32.1 6.21 98.3 38.7 6.03 127 49.2

9.71 5.70

5.84 150 57.0 5.48 110 36.8

6.27 9.1 6 10.7 12.2 13.4 8.84 11.7 13.9 16.1 9.82 13.6 16.4 19.2 19.9 24.2 29.0 33.3 32.0 39.1 47.9 56.7 65.2 17.7 24.8 30.8 37.6 43.9

5.45 116 38.8 5.24 167 54.3 5.08 197 63.0 4.90 230 71.7 4.66 259 78.4 9.73 145 64.8 9.49 189 83.6 9.30 225 98.1 8.98 264 113 6.56 227 76.3 6.40 299 98.8 6.24 358 116 6.06 425 135 12.8 365 193 12.6 440 230 12.3 525 273 11.9 609 313 16.2 739 392 16.0 898 474 15.7 1090 569 15.4 1280 665 14.9 1490 763 8.82 61 2 207 8.72 744 249 8.59 903 299 8.38 1090 356 8.16 1280 41 1

8.53 11.6 14.2 17.5 9.70 13.1 16.2 20.1 14.7 18.2 22.6 27.4 18.6 23.1 28.9 35.3 42.8 14.4 17.8 22.2 27.6 33.7

Length

cm4

Plastic Compact 12.3 Plastic Plastic 16.7 Plastic Plastic 19.2 Plastic Plastic 22.5 Plastic Semi-compact 16.1 Plastic Plastic 21.3 Plastic Plastic 25.4 Plastic Plastic 30.2 Plastic Plastic 25.9 Plastic Plastic 31.2 Plastic Plastic 37.3 Plastic Plastic 43.3 Plastic Compact 42.0 Plastic Plastic 51.1 Plastic Plastic 61.8 Plastic Plastic 72.8 Plastic Plastic 84.3 Plastic Slender 32.6 Plastic Semi-compact 39.6 Plastic Plastic 48.1 Plastic Plastic 57.9 Plastic Plastic 68.6

_. . .

1.76 I 4.63 I 14.2 I 6.20 2.91 6.30 26.5 13.9 3.63 I 6.14 1 32.8 1 17.0

A Check availability in S355. Moment capacity values in italic type are governed by 1.2p,Z and a higher value may be used in some circumstances. Lengths above the limiting length L, should be checked for lateral torsional buckling. FOR EXPLANATION OF TABLES SEE NOTE 8.2

0 - 67


BS 5950-1 : 2000

D x B mm

200x1 00

200x1 20

200x1 50

250x1 00

250x1 50

300x1 00

BENDING

t Metre Bending About Bending About M,, mm kg x-x Axis y-y Axis kN m

5.0 22.6 Plastic SI end er 63.5 6.3 28.1 Plastic Semi-compact 78.0 8.0 35.1 Plastic Plastic 95.0 10.0 43.1 Plastic Plastic 113 12.5 52.7 Plastic Plastic 134 5.0 24.1 Plastic SI end er 71.6 6.3 30.1 Plastic Semi-compact 88.2 8.0 37.6 Plastic Plastic 108 10.0 46.3 Plastic Plastic 129 8.0 41.4 Plastic Plastic 127 10.0 51 .O Plastic Plastic 152 10.0 51 .O Plastic Plastic 161 12.5 62.5 Plastic Plastic 192 5.0 30.4 Compact Slender 115 6.3 38.0 Plastic SI end er 141 8.0 47.7 Plastic Semi-compact 174 10.0 58.8 Plastic Plastic 210 12.5 72.3 Plastic Plastic 252 16.0 90.3 Plastic Plastic 302 8.0 47.7 Plastic Semi-compact 179

I BS EN 10210-2: 1997 I

kNm 34.6 49.1 61.1 73.1 85.6 43.6 62.0 77.4 93.4 104 126 89.1 106 59.6 86.2 124 151 182 220 77.5 105


SUBJECT TO BENDING

m 11.0 10.9 10.7 10.5 10.2 19.9 19.6 19.3 19.0 31.1 30.7 8.65 8.44 25.1 24.8 24.5 24.2 23.8 23.1 7.34 7.20

D

, 6310 7610 I

I

MOMENT CAPACITY AND LIMITING LENGTHS FOR S355 Y

cm4 1500 1830 2230 2660 3140 1690 2070 2530 3030 2970 3570 4730 5620 3360 41 40 5110 61 70 7390 8880

Section I Mass I Section Classification I Moment Capacity I Limiting I Second Moment

cm4 505 61 3 739 869 1000 762 929 1130 1340 1890 2260 1070 1250 1530 1870 2300 2760 3270 3870

Desianation I Der I I

10.0 6.3 8.0 10.0 12.5 16.0 8.0 10.0 12.5 16.0 8.0 10.0 12.5

- I ' I

58.8 Plastic Compact 216 47.9 Semi-compact Slender 21 8 60.3 Plastic Semi-compact 276 74.5 Plastic Compact 336 91.9 Plastic Plastic 406 115 Plastic Plastic 494 72.8 Plastic SI end er 417 90.2 Plastic Slender 509 112 Plastic Semi-compact 619 141 Plastic Plastic 76 1 85.4 Semi-compact Slender 570 106 Plastic Slender 699 131 Plastic Semi-compact 852

128 186 256 31 1

300x200 33.1 32.8 32.4 32.0

400x200

7830 9720 1 1800 14300

450x250

41 90 51 80 6280 7540

383 193 277 387 488 261 373 529

31.4 17400 91 10 22.3 19600 6660 22.1 23900 8080 21.8 291 00 9740 21.4 35700 11800 32.4 301 00 121 00 32.1 36900 14800 31.8 45000 18000

500x300

I I

16.0 166 Plastic Compact 1050 8.0 98.0 Semi-compact Slender 627 10.0 122 Compact Slender 916 12.5 151 Plastic Slender 7 120

191 Plastic Semi-compact 1390 16.0 20.0 235 Plastic Plastic 1640

720 336

31.2 55700 22000 50.3 43700 20000

53800 24400 65800 29800 81800 36800

1180 49.7 98800 441 00

Moment capacity values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances. For slender sections the second moment of area tabulated is the effective second moment of area. Lengths above the limiting length L, should be checked for lateral torsional buckling. FOR EXPLANATION OF TABLES SEE NOTE 8.2

D - 68


BS EN 10219-2: 1997 I

Section Moment Second Moment Classification Capacity Of Area

MC I kNm cm4

Plastic 0.386 1.22 Plastic 0.456 1.44

BENDING

COLD-FORMED CIRCULAR HOLLOW SECTIONS

SUBJECT TO BENDING

Shear Capacity

P" kN 19.9 24.5


D mm 26.9

33.7

t mm

2.0 2.5 3.0 2.0 2.5 3.0 4.0 4.5

0.758 0.869 1.06

3.00 31.3 3.44 36.9 4.1 9 47.7

3.0 3.5 4.0

Plastic Plastic Plastic Plastic Plastic Plastic

4.0

88.9 3.0

4.0

1.14 4.50 52.8 1.26 6.26 40.0 1.46 7.25 47.4 1.64 8.16 54.7 1.81 8.99 61.7 1.67 9.46 46.0

42.4

Mass

Per Metre

kg 1.23 1.50 1.77 1.56 1.92 2.27 2.93 3.24 2.46 2.91 3.36 3.79 2.82 3.35 3.87 4.37 5.34 3.56 4.24 4.90 5.55 6.82 4.54 5.41 6.27 7.1 1 8.77

2.5 3.0 3.5 4.0

6.36 7.37 8.38 10.3 8.23 9.56 10.9 13.5 16.0 13.4 16.6 19.8 26.0 32.0 39.2

48.3 2.5 3.0 3.5 4.0

Plastic I 0.515 1 1.63 I 28.8 Plastic I 0.635 I 2.51 I 25.4

Plastic Plastic


4.73 33.5 1 1 1 4.39 39.2 73.9

Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic

Compact Compact



5.15 46.1 88.1 5.92 52.7 102 6.60 59.1 116 7.92 70.9 143 7.16 74.8 104 8.22 85.7 120 9.24 96.3 137 11.2 116 169 12.1 163 134 13.9 187 156 15.7 21 1 178 19.2 257 220 22.4 300 261 23.9 393 21 9 29.3 48 1 271 34.4 564 322 43.9 720 423 52.4 862 520 62.2 1020 639


114.3

139.7

1.94 2.19 2.43 2.85 2.68 3.14 3.57 3.98

5.0 3.0 3.5 4.0 5.0 6.0 4.0 5.0 6.0 8.0

11.0 12.4 13.8 16.2 19.0 22.2 25.3 28.2

54.6 63.0 71.2 86.9 58.0 69.0 79.9 90.4

Mc values in italic type are governed by 1.2~7 and a higher value may be used in some circumstances. FOR EXPLANATION OF TABLES SEE NOTE 8.2

Y


BS 5950-1 : 2000 BENDING


SUBJECT TO BENDING


Section Desi!

D mm 168.3

193.7

219.1

244.5

273

ation t

mm 4.0 5.0 6.0 8.0 10.0 12.5 4.0 4.5 5.0 6.0 8.0 10.0 12.5 4.0 4.5 5.0 6.0 8.0 10.0 12.0 12.5 16.0 4.5 5.0 6.0 8.0 10.0 12.0 12.5 16.0 4.0 4.5 5.0 6.0 8.0 10.0 12.0 12.5 16.0

Mass

Per Metre

kg 16.2 20.1 24.0 31.6 39.0 48.0 18.7 21 .o 23.3 27.8 36.6 45.3 55.9 21.2 23.8 26.4 31.5 41.6 51.6 61.3 63.7 80.1 26.6 29.5 35.3 46.7 57.8 68.8 71.5 90.2 26.5 29.8 33.0 39.5 52.3 64.9 77.2 80.3 101


Semi-compact Compact Plastic Plastic Plastic Plastic

Semi-compact Semi-compact Semi-compact





Plastic Plastic Plastic Plastic Plastic

Semi-compact Semi-compact Semi-compact Semi-compact


Moment Capacity

kNm MC

35.3 43.5 51.1 65.6 79.2 94.6 47.3 52.8 57.9 68.6 88.6 107 129 59.8 67.7 75.0 88.6 115 140 163 169 206 83.8 94.1 112 145 177 207 214 262 88.4 102 116 140 183 223 262 271 334


I cm4 697 856 1010 1300 1560 1870 1070 1200 1320 1560 2020 2440 2930 1560 1750 1930 2280 2960 3600 4200 4350 5300 2440 2700 3200 41 60 5070 5940 61 50 7530 3060 3420 3780 4490 5850 71 50 8400 8700 10700

D

Y

Shear Capacity

P" kN 263 328 391 51 5 635 782 304 341 378 452 597 737 91 0 345 387 429 51 4 679 840 998 1040 1300 433 48 1 575 759 942 1120 1160 1470 432 486 538 643 851 1060 1260 1300 1650

Mc values in italic type are governed by 1.2~7 and a higher value may be used in some circumstances. FOR EXPLANATION OF TABLES SEE NOTE 8.2

D - 70


BENDING BS EN 10219-2: 1997


SUBJECT TO BENDING

Mass

per Metre

kg 39.3 47.0 62.3 77.4 92.3 96.0 121 43.2 51.7 68.6 85.2 102 106 134 59.2 78.6 97.8 117 121 154 88.6 110 132 137 174 98.6 123 147 153 194








Compact Compact Plastic

Semi-compact Semi-compact

Compact Compact Plastic

Semi-compact Semi-compact Semi-compact Semi-compact

Compact

X X

D mm 323.9

355.6

406.4

457

508

Y

Designation t

mm 5.0 6.0 8.0 10.0 12.0 12.5 16.0 5.0 6.0 8.0 10.0 12.0 12.5 16.0 6.0 8.0 10.0 12.0 12.5 16.0 8.0 10.0 12.0 12.5 16.0 8.0 10.0 12.0 12.5 16.0

Moment Capacity

kNm 157 197 26 1 320 377 39 1 484

MC

186 232 316 389 458 476 591 295 417 513 607 630 785 51 5 654 775 804 1010 622 814 965 1000 1260


I cm4 6370 7570 991 0 12200 14300 14800 18400 8460 10100 13200 16200 191 00 19900 24700 15100 19900 24500 28900 30000 37400 28400 351 00 41 600 43100 54000 39300 48500 57500 59800 74900

Shear Capacity

P" kN 640 766 1010 1260 1510 1560 1980 704 842 1120 1390 1660 1730 21 90 965 1280 1600 1900 1980 2500 1440 1790 21 50 2240 2840 1610 1990 2390 2490 31 60

Mc values in italic type are governed by 1.2G and a higher value may be used in some circumstances. FOR EXPLANATION OF TABLES SEE NOTE 8.2


Mass

Per Metre

kg 1.36 1.64

Section Moment Classification Capacity

Mc kNm

Plastic 0.507 Plastic 0.575

2.03 2.36 2.31 2.82 3.30 4.20 2.93

Plastic 0.895 3.1 6 Plastic 0.997 3.50 Plastic 1.47 6.94 Plastic 1.75 8.22 Plastic 1.99 9.32 Plastic 2.36 11.1 Plastic 2.36 14.1

3.60 4.25 5.45


6.56 5.1 9

Plastic 4.60 27.0 Plastic 4.97 35.1

6.71 8.1 3 5.17

Plastic 6.18 43.6 Plastic 7.16 50.5

Compact 5.86 49.4 6.13 7.06 7.97 9.70 7.07 8.16 9.22 11.3


13.2 8.01

Plastic 15.9 149 Semi-compact 11.6 127

9.26 10.5 12.8 15.1 8.96 11.7 14.4 17.0 21.4 14.2 17.5 20.7 26.4 31.8

Plastic 13.5 145 Plastic 15.1 162 Plastic 18.2 193 Plastic 20.9 220

Semi-compact 13.3 177 Plastic 18.9 226 Plastic 22.9 271 Plastic 26.5 31 1 Plastic 31.2 366

Semi-compact 27.5 402 Plastic 33.9 485 Plastic 39.8 562 Plastic 48.1 677 Plastic 55.0 777

BENDING BS EN 10219-2: 1997


SUBJECT TO BENDING

D

Y F

MOMENT CAPACITY FOR S355 Y

Section Second Moment Of Area

i cm4

iation Desi! D x D mm

25x25

t mm

2.0 2.5 3.0

1.48 1.69

1.89 I Plastic I 0.626 I 1.84 1.68 Plastic 0.771 2.72 30x30 2.0

2.5 3.0 2.0 2.5 3.0 4.0 2.0 2.5 3.0 4.0 5.0 3.0 4.0 5.0 2.5 3.0 3.5 4.0 5.0 3.0 3.5 4.0 5.0 6.0

40x40

50x50

2.86 3.32 4.04

16.9 19.5 23.7

60x60

70x70

80x80

57.5 65.1 72.1 84.6

6.89 7.88 8.78 10.3 9.1 6 10.5 11.8 14.0

87.8 99.8 111 131

90x90

100x1 00

3.0 3.5 4.0 5.0 6.0 3.0 4.0 5.0 6.0 8.0 4.0 5.0 6.0 8.0 10.0

120x1 20


D - 72


BS 5950-1 : 2000

Mass

Per Metre

kg 16.8 20.7 24.5 31.4 38.1 18.0 22.3 26.4 33.9 41.3 19.3

BENDING


Semi-compact Compact Plastic Plastic Plastic SI end er


I BS EN 10219-2: 1997

68.3 45.2 59.1 72.7 84.8 88.0 71.6 88.4 104 108


SUBJECT TO BENDING

Plastic Slender




Section Desi1

D x D mm

140x1 40

150x1 50

160x1 60

180x1 80

200x200

250x250

300x300

ation t

mm 4.0 5.0 6.0 8.0 10.0 4.0 5.0 6.0 8.0 10.0 4.0 5.0 6.0 8.0 10.0 5.0 6.0 8.0 10.0 12.0 12.5 5.0 6.0 8.0 10.0 12.0 12.5 6.0 8.0 10.0 12.0 12.5 8.0 10.0 12.0 12.5

23.8 28.3 36.5 44.4 27.0 32.1 41.5 50.7 58.5 60.5 30.1 35.8 46.5 57.0 66.0


Semi-compact Plastic Plastic Plastic Plastic SI end er


Moment Capacity

Mc kNm 33.6 46.9 55.0 68.6 79.7 37.1 53.8 63.9 80.1 93.7 40.9 58.3 73.1 92.3 109 68.4 92.8 119 143 157 161 79.8 106 149 180 20 1 207 147 229 292 335 346 294 425 497 51 5

Y


i cm4

652 791 920 1130 1310 808 982 1150 1410 1650 987 1200 1410 1740 2050 1740 2040 2550 3020 3320 341 0 241 0 2830 3570 4250 4730 4860

5670 7230 871 0 9860 10200 12800 15500 17800 18300


D - 73


BENDING

COLD-FORMED

Section Designation

D x B I t

B

Mass Section C

Per Metre Bending About

RECTANGULAR HOLLOW SECTIONS m

assification

BS 5950-1 : 2000

Moment Capacity

SUBJECT TO BENDING

Limiting Length

Lc ~m

2.66 2.61 2.55 4.83 4.75 4.63 4.47 3.13 3.00 6.38 6.30 6.10 5.90 5.1 1 4.95 8.94 8.72 4.29 4.1 9 4.06 8.06 7.90 7.70 12.5 12.2 12.0 6.27 6.21 6.12 6.00 3.56 3.45 3.37 5.45 5.35 5.21 5.1 1 9.81 9.73 9.65 9.45 9.30

X


x-x Axis y-y Axis cm4 cm4 8.38 2.81 9.89 3.28 11.2 3.67 9.54 4.29 11.3 5.05 12.8 5.70 15.3 6.69 20.5 6.80 24.7 8.06 22.1 11.7 25.4 13.4 31 .O 16.3 35.3 18.4 37.3 15.5 46.0 18.9 44.1 26.1 54.7 32.2 52.3 17.6 64.8 21.5 75.1 24.6 61.1 29.4 76.4 36.5 89.2 42.3 70.0 44.9 87.9 56.1 103 65.7 81.9 32.7 92.7 36.9 103 40.7 121 47.4 92.3 21.7 116 26.7 136 30.8 106 36.1 134 44.9 158 52.5 179 58.7 121 54.6 137 61.9 153 68.7 181 80.8 205 91.2

i MOMENT CAPACITY AND LIMITING LENGTHS FOR S355 Y

Mcx kNm 1.43 1.68 1.90 1.62 1.93 2.19 2.60 2.91 3.51 3.14 3.60 4.39 5.03 4.56 5.58

Mw kNrn 0.930 1.11 1.25 1.18 1.41 1.62 1.90 1.91 2.29 2.43 2.82 3.47 3.92 3.21 4.01

mm 50x25

mm kg x-x Axis 2.0 2.15 Plastic

Plastic Plastic

50x30

60x30

60x40

70x40

70x50

80x40

80x50

80x60

90x50


2.5 2.62 3.0 3.07 2.0 2.31 2.5 2.82 3.0 3.30 4.0 4.20 3.0 3.77 4.0 4.83 2.5 3.60 3.0 4.25 4.0 5.45 5.0 6.56 3.0 4.72 4.0 6.08 3.0 5.19 4.0 6.71 3.0 5.19 4.0 6.71 5.0 8.1 3 3.0 5.66 4.0 7.34 5.0 8.91 3.0 6.1 3 4.0 7.97 5.0 9.70 3.0 6.1 3 3.5 7.06 4.0 7.97 5.0 9.70

Plastic Plastic

Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic


5.37 4.33 6.65 5.47 5.58 3.62 6.90 4.54 8.01 5.24 6.52 4.83 8.14 6.1 1 9.50 7.20 7.46 6.1 8 9.37 7.85

Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic

Plastic Semi-compact

Plastic Plastic

11.0 9.33 7.75 5.28






100x60 I 5.0

3.5 4.0

8.78 6.07 9.71 6.78 11.4 8.05 7.88 4.03 9.84 5.57 11.5 6.56 9.07 5.36 11.4 7.42 13.5 8.88 15.3 10.0 10.3 6.78 11.7 8.45 13.0 9.44 15.4 11.3 17.5 13.0


7.07 Plastic Plastic

9.22 Plastic 11.3 Plastic 13.2 Plastic

100x50 5.0 9.70 Plastic 3.0 6.60 Plastic

Bending About y-y Axis Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic

Moment capacity values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances. Lengths above the limiting length should be checked for lateral torsional buckling. FOR EXPLANATION OF TABLES SEE NOTE 8.2

D - 74


I BS 5950-1 : 2000 I BS EN 10219-2: 1997

M, kNm 9.87 13.9 16.8

BENDING

Length Of Area L, x-x Axis y-y Axis m cm4 cm4

19.2 149 106 18.9 189 134 18.6 226 160

Section I

4.18 6.50 7.81 7.00 8.91 10.9 13.3 15.3

COLD-FORMED RECTANGULAR HOLLOW SECTIONS

SUBJECT TO BENDING

2.95 148 25.8 2.88 187 31.9 2.79 221 36.9 6.61 189 64.4 6.56 216 73.1 6.51 241 81.2 6.37 287 96.0 6.27 328 109

X .E

10.1 15.9 19.4 22.5 26.8 10.4 16.2 22.1 25.7 31.2 35.2

i

MOMENT CAPACITY AND LIMITING LENGTHS FOR S355 Y

13.1 12.9 12.8 12.6 12.1 10.6 10.5 10.4 10.2 9.85 9.56

Mass Section Classification

21.9 31.1 36.6 45.4

Per Metre Bending About

kg x-x Axis 8.01 Plastic 10.5 Plastic 12.8 Plastic 7.07 Plastic 9.22 Plastic 11.3 Plastic 8.01 Plastic 9.26 Plastic 10.5 Plastic 12.8 Plastic 15.1 Plastic 8.96 Plastic

16.4 16.2 16.0 15.6

16.0 18.9 23.9 28.7

595 71 9 835 1010

Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic

31 9 384 444 536

14.9 Plastic 18.3 Plastic 21.7 Plastic 27.7 Plastic 33.4 Plastic 17.5 Plastic 20.7 Plastic 26.4 Plastic 15.5 Plastic 19.1 Plastic 22.6 Plastic 28.9 Plastic 35.0 Plastic 16.8 Plastic 20.7 Plastic 24.5 Plastic 31.4 Plastic 38.1 Plastic

17.0 24.0 31.7 39.4

Bending About y-y Axis


8.93 8.80 8.69 8.43

Slender Semi-compact

Plastic Slender


Plastic Plastic Slender


Semi-compact Compact Plastic Plastic Plastic

802 971 1130 1360

Slender Semi-compact


Semi-compact Plastic Plastic Slender Slender



227 272 31 4 377

Moment Capacity I Limiting I Second Moment

Mcx kNm 12.6 16.1 19.3 10.5 13.2 15.7 13.4 15.3 17.1 20.4 23.3 16.4 20.9 25.1 28.8 33.8 20.4 26.2 31.5 36.3 43.0 49.0 33.8 40.9 47.3 57.1 66.0 38.4 44.7 53.3 38.0 46.0 53.3 64.3 74.1 43.9 53.3 62.2 75.8 88.2

230 295 353 406 476 334 430 51 7 597 708 804 t 123

157 188 215 252 141 180 21 6 248 293 330

28.9 8.59 35.5 8.32 1000 335

32.0 12.7 42.2 12.5 53.3 12.2

1120 452 1310 524 1600 637

62.6 I 11.9 I 1860 I 736

Moment capacity values in italic fype are governed by 1.2p& and a higher value may be used in some circumstances. Lengths above the limiting length L, should be checked for lateral torsional buckling. For slender sections the second moment of area tabulated is the effective second moment of area. FOR EXPLANATION OF TABLES SEE NOTE 8.2

D - 75


4.0 5.0 6.0 8.0 10.0 4.0 5.0 6.0 8.0 10.0 5.0 6.0 8.0 10.0 12.0 12.5 6.0 8.0 10.0 12.0 12.5

19.3 23.8 28.3 36.5 44.4 21.2 26.2 31.1 40.2 49.1 30.1 35.8 46.5 57.0 66.0 68.3 35.8 46.5 57.0 66.0 68.3

20.0 19.8 19.7 19.2 18.8 32.0 31.7 31.5 30.9 30.4 25.0 24.9 24.4 24.0 23.5 23.4

1350 1650 1930 2390 281 0 1580 1930 2270 2830 3350 3300 3890 4890 5830 6460 6630

BENDING BS 5950-1 : 2000


SUBJECT TO BENDING

X .I. MOMENT CAPACITY AND LIMITING LENGTHS FOR S355 Y

Section Mass Section Classification Moment Capacity Design;

D x B mrn

Length x-x Axis Mcx

kNm 51.1 62.2 72.4 89.0 104

M, kNm 23.1 32.4 42.9 58.6 69.2

Bending About x-x Axis Compact Plastic Plastic Plastic Plastic

Bending About y-y Axis Slender Slender


y-y Axis cm4 41 1 497 577 705 81 8

Metre

4.0 18.0 22.3

6.0 26.4 33.9

10.0 41.3

200x1 00

1700 2090

10.4 2440 200x1 20 Semi-compact

Plastic Plastic Plastic Plastic SI end er


Semi-compact Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic Plastic

SI end er Slender



Semi-compact Plastic Plastic Plastic Slender Slender


57.5 70.3 82.2 102 120 54.6 80.7 96.2 121 143 112 132 167 199 220 226 135 170 202 222 227

29.2 40.9 54.3 74.2 88.8 39.1 54.8 72.5 100 120 57.1 75.1 116 145 164 169 46.4 71 .O 100 114 117

61 8 750 874 1080 1260 1020 1250 1460 1820 21 40 1510 1770 2220 2630 2930 3000 842 1040 1220 1340 1370

200x1 50

250x1 50

300x1 00 7.49 7.32 7.16 6.97 6.92

4780 5980 71 10 781 0 8010

Semi-compact Plastic Plastic Plastic Plastic


Slender Slender



300x200

400x200

186 267 321 363 374 404 490 558 579

113 173 245 284 294 183 256 335 356

3960 5040 6060 6850 7060 6520 7860 8980 9260

11300 12800

31.7 13200 19000

22.0 23000 21.7 26200 21.6 271 00

71.6 10.0 88.4 12.0 12.5

Moment capacity values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances. Lengths above the limiting length For slender sections the second moment of area tabulated is the effective second moment of area. FOR EXPLANATION OF TABLES SEE NOTE 8.2

should be checked for lateral torsional buckling.


BS 4-1 : 1993 BENDING

PARALLEL FLANGE CHANNELS SUBJECT TO BENDING

X Ex MOMENT CAPACITY AND BUCKLING RESISTANCE MOMENT FOR S355

Section I Section I Moment I Designation Classification Capacity I I Mcx I

I I kNm I 1.0 I 1.5 430x1 00x64 I Plastic I 422 I 422 I 373 380x100~54 I Plastic I 322 I 322 I 287 300x100~46 I Plastic I 221 I 221 I 200 300x90~41 Plastic 260x90~35 Plastic 260x75~28 Plastic 230x90~32 Plastic 125 230x75~26 Plastic 200x90~30 I Plastic I 103 I 103 I 91.9 200x75~23 Plastic 180x90~26 Plastic 180x75~20 Plastic 150x90~24 Plastic 150x75~18 46.9 I 44.7 I 39.0 125x65x15# I Plastic I 31.9 I 29.6 I 25.8 100x50~10 # I Plastic I 17.4 I 15.0 I 12.8

EtE 323 276

11.0 I 9.61

- Jcklinc

3.0 236 185 137 110 84.9 51.4 74.8 47.2 65.3 41.7 52.6 32.2 44.0 26.2 17.6

- - - - - - - - - 8.48 -

E

Resistance Moment, Mb (kNm) for

.ffective lenqths, LF (m) - - . .

7.58 I 6.84 I 5.73 I 4.92 I 4.32

# Check availability. Mb is obtained using an equivalent slenderness = u.v.h.P, 0.5.

Section classification given applies to members subject to bending about the x-x axis only FOR EXPLANATION OF TABLES SEE NOTE 8.1

18.0 16.2 + 24.7 22.3

3.85 I 3.47

1 I

I

3.16 I


BS 5950-1 : 2000

Depth

WEB BEARING AND BUCKLING

UB SECTIONS

Bearing End Bearing Continuous

x - - X 1 Section

Designation

BEARING AND BUCKLING VALUES FOR UNSTIFFENED WEBS FOR S355 ;I

Web Thickness Between

Fillets

101 6x305~487 # + 101 6x305~437 # + 101 6x305~393 # + 101 6x305~349 # + 101 6x305~314 # + 1016x305~272#+ 101 6x305~249 # +

Over Bearing Beam I Stiff Beam

t mm 30.0 26.9 24.4 21 .I 19.1 16.5 16.5

d

101 6x305~222 # + I :::): 91 4x41 9x388 #

Factor Bearing Factor Factor

c 1 c2 c 1 mrn 868

61 0x229~140 61 0x229~125 61 0x229~113 610x229~101

kN kNlmm kN 1690 10.1 4230

1220 1120

81 1 3210 2110 4080

91 4x41 9x343 #

91 4x305~289 # 91 4x305~253 # 91 4x305~224 # 914x305~201 #

838x292~226# 838x292~194 # 838x292~176 # 762x267~197 762x267~173 762x267~147 762x267~134 686x254~170 686x254~152 686x254~140 686x254~125 61 0x305~238 61 0x305~179 61 0x305~149

19.4 19.5 17.3 15.9 15.1 16.1 14.7 14.0 15.6 14.3 12.8 12.0 14.5 13.2 12.4 11.7 18.4 14.1 11.8

868 868 868 868 868 868

1120 1150

1420 1210 1020 868 694 638

1570 3660 1550 3740

9.01 8.1 7 7.28 6.59 5.69 5.69

824 824 824 762 762 762 686 686 686 686 61 5 61 5 61 5 61 5 540 540 540

3560 3020 2550 21 70 1740 1590

561 5.97 1400 472 5.49 1180 409 5.21 1020 495 5.55 1240 401 5.07 1000 354 4.83 884 451 5.38 1130 376 4.93 940 300 4.42 751 273 4.26 682 389 5.00 973 330 4.55 824 293 4.28 732 253 4.04 634 608 6.35 1520 390 4.86 975 295 4.07 737

6.69 1880 824 688 6.73 1720

1150 1150 1150 1070 1070 1070 960 960 960 960 861 861 861 861 756 756 756

1080 3290 838 3000 71 8 2820 942 2840 71 7 2560 61 9 2420 951 2490 733 2260 525 2000 433 1920 852 2080 643 1880 533 1750 448 1640 1980 2420 892 1810 523 1500

548 548 548

31 5 265 230

4.52 786 4.1 1 663 3.83 574

548 I 205 I 3.73 I 51 3

Stiff Bearing Factor

c 2 kNlmm

10.1 9.01 8.1 7 7.28 6.59 5.69 5.69 5.52 7.38 6.69 6.73 5.97 5.49 5.21 5.55 5.07 4.83 5.38 4.93 4.42 4.26 5.00 4.55 4.28 4.04 6.35 4.86 4.07 4.52 4.1 1 3.83 3.73

Buckling 1 End Bearing I Continuous I Shear

Buckling Factor

c4 kN

5350 3850 2880 1860 1380 889 889 81 1

2110 1570 1550 1080 838 71 8 942 71 7 61 9 951 733 525 433 852 643 533 448 1980 892 523 706 529 429 363

Buckling Factor

mm 1220 1220 1220 1220 1220 1220 1220

1380

P" kN

6250 5550 4980 4400 3950 3380 3350

767 1400 767 1350

Section is not given in BS 4-1 : 1993. # Check availability. Web bearing capacity, P, = C1 + b, C2 Web buckling resistance, P, = K (C4 P,)0.5 For Continuous over bearing: K = 1 .O For End bearing: K = Min. ( (a, I 1.4d) + 0.5 , 1 .O } Where b, is the stiff bearing length and a, is the distance from the load or reaction to the nearer end of the member. FOR EXPLANATION OF TABLES SEE NOTE 9.1

D - 78


ng I Buckling Continuous End Bearing I Continuous Shear

!aring Stiff

Over Bearing Capacity Buckling Buckling Beam

Factor

c 1 kN


c 2 kN/mm

Bearing Factor

c 2 kN/mm

Factor 1.4d

c 4 kN mm

Factor

c 4 kN

P" kN

298 252 224 203 177 234 202 184 158 138

4.38 4.00 3.73 3.59 3.41 3.93 3.62 3.51 3.20 3.02

4.38 4.00 3.73 3.59

739 667 563 667 454 667 372 667

739 563 454 372

1430 1300 1200 1150

3.41 3.93 3.62 3.51 3.20 3.02 3.62 3.31 3.20 2.88

31 9 667 31 9 1080 625 571 625 1100 488 571 488 1010 409 571 409 970 307 571 307 876 259 57 1 259 821 488 571 488 1010 373 571 373 91 8 307 571 307 878 224 571 224 784

408 408 408 408 408 360 360 360

21 1 3.62 180 3.31 161 3.20 135 2.88 114 2.70 177 3.37 153 3.12 129 2.80

2.70 3.37

185 571 185 728 409 505 409 835

360 31 2 31 2 31 2 31 2 31 2 312 265 265 265

85.4 2.27 167 3.23 133 2.88 114 2.63 98.9 2.49 97.9 2.34 79.7 2.13 127 2.80 98.5 2.38 81.4 2.13

2.34 2.1 3 2.80 2.38 2.1 3

159 436 119 436 320 371 195 371 140 371


UB SECTIONS

BS 5950-1 : 2000

x - - X 1 BEARING AND BUCKLING VALUES FOR UNSTIFFENED WEBS FOR S355 b

End Bearing Y Section Designation

Web Thickness

t mm

Depth Between

Fillets

d mm

Over I

Beam Factor

c 1 kN

533x21 0x1 22 533x21 0x1 09 533x210~101 533x21 0x92 533x21 0x82 457x191~98 457x1 91 x89 457x1 91 x82 457x1 91 x74 457x1 91 x67

12.7 11.6 10.8 10.1 9.6 11.4 10.5 9.9 9.0 8.5

477 477 477 477 477 408 408 408 408 408

745 630 561 507 441 586 505 460 395 346

457x1 52x82 457x1 52x74 457x1 52x67 457x1 52x60 457x1 52x52 406x1 78x74 406x1 78x67 406x1 78x60

527 450 403 338 285 442 383 323 288 258 21 4 41 8 334 285 247

10.5 9.6 9.0 8.1 7.6 9.5 8.8 7.9 7.7 6.8 6.4 9.1 8.1 7.4 7.0

406x1 78x54 406x1 40x46 406x1 40x39 356x1 71 x67 356x1 71 x57 356x1 71 x51 356x1 71 x45

224 560 189 524

6.6 6.0

245 199 159 119 I 356x1 27x39

356x1 27x33 305x1 65x54 305x1 65x46 305x1 65x40

317 246 203

7.9 6.7 6.0

Web bearing capacity, P, = C1 + bl C2

Web buckling resistance, P, = K (C4 P,)0.5 For Continuous over bearing: K = 1 .O For End bearing: K = Min. ( (a, / 1.4d) + 0.5 , 1 .O ] Where b, is the stiff bearing length and a, is the distance from the load or reaction to the nearer end of the member. FOR EXPLANATION OF TABLES SEE NOTE 9.1


BS 5950-1 : 2000 WEB BEARING AND BUCKLING

UB SECTIONS

x - - X I: BEARING AND BUCKLING VALUES FOR UNSTIFFENED WEBS FOR S355

Section Designation

305x127~48 305x1 27x42 305x1 27x37 305x1 02x33 305x1 02x28 305x1 02x25 254x1 46x43 254x1 46x37 254x146~31 254x1 02x28 254x1 02x25 254x1 02x22 203x1 33x30 I 203x1 33x25

Web Depth Thickness Between

Fillets

6.0 6.3 225 6.0 225 5.7 225

Bearing I Bucklin!

I End Bearing End Bearing Continuous Over Bearing

Beam Stiff Beam Stiff Factor Bearing Factor Bearing

Factor Factor c 1 c 2 c 1 c 2 kN kN/mm kN kNImm 146 3.20 366 3.20 119 2.84 298 2.84 98.8 2.52 247 2.52

Buckling

472 371 332 371 232 371

86.2 2.34 21 6 2.34 179 386 69.9 I 2.13 I 175 I 2.13 I 135 I 386 60.1 2.06 150 2.06 122 386 104 2.56 259 2.56 293 307

Web bearing capacity, P, = C1 + bl C2

Web buckling resistance, P, = K (C4 P,)0.5 For Continuous over bearing: K = 1 .O For End bearing: K = Min. ( (a, I 1.4d) + 0.5 , 1 .O ) Where bl is the stiff bearing length and a, is the distance from the load or reaction to the nearer end of the member. FOR EXPLANATION OF TABLES SEE NOTE 9.1

Continuous Over Bearing

Buckling Factor

c 4 kN

472 332 232 179 135 122 293 196 170 191 165 141 261 185 160 129

129 114

Shear Cap a c i ty

P" kN

596 523, 460 440 395 377 398 344 321 349 329 308 282 247 234 182 146 108

D - 80


BS 5950-1 : 2000

2850 2260 1760 1320 1040 806 576 480 388 305 235 1060 840 61 4 438 351 281 215 588 401 293 21 3 164 269 190 163 127 108 108 78.5 59.3

Section Designation

15.5 13.7 12.0 10.3 8.91 7.80 6.35 5.69 4.97 4.24 3.59 8.98 7.94 6.59 5.45 4.76 4.14 3.51 6.62 5.28 4.42 3.55 3.05 4.38 3.45 3.34 2.80 2.56 2.84 2.31 2.06

356x406~634# 356x406~551 # 356x406~467# 356x406~393 #

356x406~340 # 356x406~287# 356x406~235 # 356x368~202# 356x368~177 # 356x368~153 # 356x368~129 # 305x305~283 305x305~240 305x305~198 305x305~158 305x305~137 305x305~118 305x305~97 254x254~167 254x254~132 254x254~107 254x254~89

406 406 406 406 406 406 406 406 406 406 406 345 345 345 345 345 345 345

152x1 52x37 152x1 52x30 152x1 52x23

63900 44200 27200 17000 11100 6840 3690 2660 1770 1100 666

13400 8480 4850 2750 1830 1200 676


UC SECTIONS Y

BEARING AND BUCKLING VALUES FOR UNSTIFFENED WEBS FOR S355

Web -hickness

t mm 47.6 42.1 35.8 30.6 26.6 22.6 18.4 16.5 14.4 12.3 10.4 26.8 23.0 19.1 15.8 13.8 12.0 9.9 19.2 15.3 12.8 10.3 8.6 12.7 10.0 9.4 7.9 7.2 8.0 6.5 5.8

Depth Between

Fillets

d mm 290 290 290 290 290 290 290 290 290 290 290 247 247 247 247 247 247 247 200 200 200 200 200 161 161 161 161 161 124 124 124

Be End Bearing

Stiff

Factor

kN/rnm

# Check availability. Web bearing capacity, P, = C1 + bl C2 Web buckling resistance, P, = K (C4 P,)0.5 For Continuous over bearing: K = 1 .O For End bearing: K = Min. { (a, I 1.4d) + 0.5 , 1 .O )

no

Continuous Over I

Beam Factor

c1 kN

71 30 5660 4390 3300 2590 2020 1440 1200 969 762 587

2660 21 00 1540 1100 878 702 538 1470 1000 733 533 41 1 673 474 407 318 271 271 196 148

!aring Stiff

Bearing Factor c2

kNImm 15.5 13.7 12.0 10.3 8.91 7.80 6.35 5.69 4.97 4.24 3.59 8.98 7.94 6.59 5.45 4.76 4.14 3.51 6.62 5.28 4.42 3.55 3.05 4.38 3.45 3.34 2.80 2.56 2.84 2.31 2.06

~

Buckling End Bearing I Continuous

Buckling Factor

c4 kN

63900 44200 27200 17000 11100 6840 3690 2660 1770 1100 666

13400 8480 4850 2750 1830 1200 676

6070 3070 1800 938 546

2190 1070 888 527 399 71 2 382 271

Over Bearing Buckling Factor

280 280 280 280 280 225 225 225 225

6070 3070 1800 938 546

21 90 1070 888 527

173

Shear Sapacity

P" kN

441 0 3740 31 40 2580 21 70 1840 1450 1280 1100 922 766 1970 1680 1340 1070 91 6 781 649 1150 875 707 555 465 584 447 420 347 31 2 276 21 8 188

Where bl is the stiff bearing length and a, is the distance from the load or reaction to the nearer end of the member. FOR EXPLANATION OF TABLES SEE NOTE 9.1


BS 5950-1 : 2000

Section Designation


JOISTS

Web Thickness

t mrn

Y

Fillets

d mrn

xf.

Beam Stiff Beam Stiff Factor Bearing Factor Bearing

Factor Factor c 1 c 2 c 1 c 2 kN kN/mm kN kN/mm

BEARING AND BUCKLING VALUES FOR UNSTIFFENED WEBS FOR S355 $

Buckling Factor

c 4 kN

1.4d

mrn

254x203~82# 254x1 14x37 * 203x1 52x52 #

152x1 27x37 #

127x1 14x29 # 127xl14x27# 127x76~16 *

1090 379 91 0

2050 2290 876 349

2420 2670 183

3330 31 80 598

114x1 14x27 * 102x1 02x23 #

233 1090 536 279 379 41 1 186 91 0 374 132 2050 338 111 2290 276 111 876 200 121 349 151 85.1 2420 231 77.3 2670 206 104 1 83 93.1 61.9 3330 180 53.3 31 80 144 53.3 598 82.8

102x44~7 # I 4.3 89x89~19 # I 9.5 76x76~15 * 76x76~13 #

I Bearinn I Bucklinn 1 Continuous I Over Bearinn

Depth I End Bearing Between

End Bearing Continuous

Factor

Shear Capacity

P" kN

Not available from some leading producers. Check availability. # Check availability. Web bearing capacity, P, = C1 + b, C2

Web buckling resistance, P, = K I K = 1 .O For Continuous over bearing: For End bearing: Where b, is the stiff bearing length and a, is the distance from the load or reaction to the nearer end of the member. FOR EXPLANATION OF TABLES SEE NOTE 9.1

K = Min. ( (a, / 1.4d) + 0.5 , 1 .O ]

D - 82


WEB BEARING AND BUCKLING BS EN 10210-2: 1997


D P Y i

BEARING AND BUCKLING VALUES FOR UNSTIFFENED WEBS FOR S355 Y

- Mass

Per Metre

kg 3.41 3.61 4.39 5.28 4.35 4.62 5.64 6.85 8.31 5.29 5.62 6.90 8.42 10.3 12.5 7.40 9.99 12.3 15.0 8.53 9.41 11.6 14.2 17.5 9.66 10.7 13.1 16.2 20.1 11.9 14.7 18.2 22.6 27.4

-

-

-

-

-

-

-

Designation Bearing Buckling

With Welded


End Bearing Size

D x D mm

40x40

Wall Thickness

t mm

3.0 3.2 4.0 5.0 3.0 3.2 4.0 5.0 6.3 3.0 3.2 4.0 5.0 6.3 8.0 3.6 5.0 6.3 8.0 3.6 4.0 5.0 6.3 8.0 3.6 4.0 5.0 6.3 8.0

Shear >apacit]

P" kN

46.2 49.0 59.5 71.7 59.0 62.6 76.6 93.0 113

Without Welded Plate Flanc Plate Flanc

Beam Factor

c1 kN

29.4 32.0 42.8 56.9 34.0 37.2 50.0 66.8 89.8 37.9 41.6 56.6 76.0 102 139 53.7 84.4 114 155 57.7 67.4 92.1 125 171

Beam Factor

c1 kN

12.8 14.5 22.7 35.5 12.8 14.5 22.7 35.5 56.4 12.8 14.5 22.7 35.5 56.4 90.9 18.4 35.5 56.4 90.9 18.4 22.7 35.5 56.4 90.9 18.4 22.7 35.5 56.4 90.9 22.7 35.5 56.4 90.9 142


c2 kNlmm

2.13 2.27 2.84 3.55 2.1 3 2.27 2.84 3.55 4.47 2.13 2.27 2.84 3.55 4.47 5.68 2.56 3.55 4.47 5.68 2.56 2.84 3.55 4.47 5.68 2.56 2.84 3.55 4.47 5.68 2.84 3.55 4.47 5.68 7.10

Beam Factor

c1 kN

32.0 36.4 56.8 88.8 32.0 36.4 56.8 88.8 141 32.0 36.4 56.8 88.8 141 227 46.0 88.8 141 227 46.0 56.8 88.8 141 227

Stiff Bearing Factor c2

kN/mm 2.13 2.27 2.84 3.55 2.13 2.27 2.84 3.55 4.47 2.13 2.27 2.84 3.55 4.47 5.68 2.56 3.55 4.47 5.68 2.56 2.84 3.55 4.47 5.68


kN/mm 0.735 0.801 1.07 1.42

0.681 0.743 1 .oo 1.34 1.80

0.632 0.693 0.943 1.27 1.71 2.31 0.768 1.21 1.63 2.22 0.721 0.842 1.15 1.57 2.14

Beam Factor

c1 kN

78.0 84.4 110 142 91.6 99.8 132 1 72 223 102 112 151 200 262 34 1 145 225 298 392 1 54 1 82 248 331 440


kN/mm 1.95 2.1 1 2.75 3.54 1.83 2.00 2.64 3.43 4.46

50x50

60x60

70x70

80x80

1.70 1.87 2.52 3.33 4.36 5.68 2.07 3.21 4.25 5.60 1.93 2.27 3.10 4.14 5.49

71.8 76.3 93.6 114 140 170 100 135 166 204 116 128 157 193 239 131 145 178 220 273 162 199 247 307 372

90x90 46.0 56.8 88.8 141 227 56.8 88.8 141 227 355

2.56 2.84 3.55 4.47 5.68 2.84 3.55 4.47 5.68 7.1 0

60.9 71.7 99.1 136 186 75.2 105 146 200 267

0.677 0.796 1.10 1.51 2.07 0.752 1.05 1.46 2.00 2.67

160 192 267 363 485 198 284 391 528 687

1.78 2.1 3 2.97 4.03 5.39 1.98 2.84 3.91 5.28 6.87

100x1 00 4.0 5.0 6.3 8.0 10.0

For bearing or buckling the web capacity = C1 + bl C2 Where b, is the stiff bearing length. The beam component for end bearing assumes a sealing plate (thickness at least equal to the wall of the section) is welded to the

end of the section by a continuous fillet weld. FOR EXPLANATION OF TABLES SEE NOTE 9.3

D - 83





- Mass

Per Metre

& 17.8 22.2 27.6 33.7 40.9 21 .o 26.1 32.6 40.0 48.7 22.6 28.1 35.1 43.1 52.7 65.2

-

-

Bearing Designation Buckling End Bearing Continuous Over

Bearing End Bearing or Continuous

Over Bearing Size

D x D mm

120x1 20

Wall Thickness

t mm

5.0 6.3 8.0 10.0 12.5 5.0 6.3 8.0 10.0 12.5 5.0 6.3 8.0 10.0 12.5 16.0

Shear >apacio

P" kN 242 300 375 457 555 284 355 443 542 661 306 381 477 585 71 5 884 327 408 51 1 627 768 461 579 71 2 874 1090

Without Welded With Welded Flange Plate

Factor

3.66 606 5.05

6.65

Flaw Plate Stiff

Bearing Factor c2

kN/mm 0.962 1.36 1.89 2.53 3.38

Beam Factor

c1 kN

35.5 56.4 90.9 142 222 35.5 56.4 90.9 1 42 222 35.5 56.4 90.9 142 222 364


c2 kN/mm

3.55 4.47 5.68 7.10 8.88 3.55 4.47 5.68 7.10 8.88 3.55 4.47 5.68 7.10 8.88 11.4

Beam Factor

c1 kN

88.8 141 227 355 555 88.8 141 227 355 555 88.8 141 227 355 555 909


kN/mm 3.55 4.47 5.68 7.1 0 8.88 3.55 4.47 5.68 7.1 0 8.88 3.55 4.47 5.68 7.1 0 8.88 11.4

Beam Factor

c1 kN 115 163 226 304 405

140x1 40 123 177 249 338 453 125 183 260 354 475 653 127 188 270 369 497 196 287 396 538 744 130 20 1 301 421 576 801

0.876 1.26 1.78 2.41 3.23 0.834 1.22 1.73 2.36 3.17 4.35 0.794 1.17 1.68 2.30 3.10 1.09 1.59 2.20 2.99 4.1 3 0.650 1.01 1.50 2.1 1 2.88 4.00

314 473 673 900 1180 313 484 701 947 1250 1660 31 1 492 726 991

2.24 3.38 4.80 6.43 8.42 2.09 3.23 4.67 6.31 8.32 11.1 1.94 3.08 4.54 6.19

150x1 50

24.1 30.1 37.6 46.3 56.6 34.0 42.7 52.5 64.4 80.2 30.4 38.0 47.7 58.8 72.3 90.3

-

-

-

160x1 60

180x1 80

5.0 6.3 8.0 10.0 12.5 6.3 8.0 10.0 12.5 16.0 5.0 6.3 8.0 10.0 12.5 16.0

35.5 56.4 90.9 142 222 56.4 90.9 142 222 364 35.5 56.4 90.9 142 222 364

3.55 4.47 5.68 7.10 8.88 4.47 5.68 7.10 8.88 11.4 3.55 4.47 5.68 7.1 0 8.88 11.4

88.8 141 227 355 555 141 227 355 555 909 88.8 141 227 355 555 909

3.55 4.47 5.68 7.1 0 8.88 4.47 5.68 7.10 8.88 11.4 3.55 4.47 5.68 7.10 8.88 11.4

4.26

1940 200x200 41 2

51 5 648 798 981 1220

3.96

21 10 10.6

For bearing or buckling the web capacity = C1 + b l C2 Where b, is the stiff bearing length. The beam component for end bearing assumes a sealing plate (thickness at least equal to the wall of the section) is welded to the


D - a4


364 I 11.4 I 909 I 11.4 I 929 1 3.72 I 2490 I 9.98 I 1570

Beam Factor

c1


c2

90.9 142 222

5.68 7.10 8.88

56.4 90.9 142 222 364 90.9 142 222 364 142 222 364 552

4.47 5.68 7.10 8.88 11.4 5.68 7.10 8.88 11.4 7.10 8.88 11.4 13.8

2.86 4.85 7.91 11.1

1650 2040 2590 3110




- Mass

Per Metre

kg - 47.9 60.3 74.5 91.9 115 57.8 72.8 90.2 112 141 85.4 106 131 166 122 151 191 235

-

-

-

-

Bearing I Buckling 1 Desianation End Bearing Contini

BE End Bearing

Over ius Over ring


kN/mm

Shear CapaciO

Flange Plate

Factor

Size

D x D mm

250x250

Wall Thickness

t rnm

6.3 8.0 10.0 12.5 16.0

Without Welded Flange Plate

Beam Factor

c1 kN 141 227 355 555

1 1 ~

4.47 5.68 7.10 8.88

456 798 1240 1770

1.82 650 3.19 818 4.95 1010 7.09 1250

324 1.29 470 1.88 658 2.63

4.47 5.68 7.10 8.88 11.4

204 332 501 721 1040 332 51 6 766 1130

0.680 1.11 1.67 2.40 3.46 0.948 1.47 2.19 3.23

409 756 1250 1910 2800 696 1210 1960 3030

300x300

350x350

6.3 8.0 10.0 12.5 16.0 8.0 10.0 12.5 16.0 10.0 12.5 16.0 20.0

141 227 355 555 909 227 355 555 909

1910

1780

5.68 7.1 0 8.88 11.4

400x400 355 555 909 1380

7.10 8.88 11.4 13.8

520 794 1200 1640

1140 1940 31 60 4430

1.30 1.99 3.01 4.10

For bearing or buckling the web capacity = C1 + b l C2

Where b, is the stiff bearing length. The beam component for end bearing assumes a sealing plate (thickness at least equal to the wall of the section) is welded to the



' ng I Buckling Continuous Over I End Bearing or Continuous Shear

ng Over Bearing Capacib Without Welded I With Welded

mm 3.2 3.0 4.0 5.0 3.2 4.0 5.0 6.3 8.0 3.6 5.0 6.3 3.0 3.2 5.0 6.3 8.0

kg 3.61 4.35 5.64 6.85 5.62 6.90 8.42 10.3 12.5 7.40 9.99 12.3 6.71 7.13 10.8 13.3 16.3

2.27 2.13 2.84 3.55 2.27 2.84 3.55 4.47 5.68 2.56 3.55 4.47 2.13 2.27 3.55 4.47 5.68 7.1 0 2.56 3.55 4.47 5.68 2.56 3.55 4.47

48.6 47.2 70.1 93.9 69.1 96.8 132 180 246 83.2 135 184 65.3 73.7 151 208 286 385 83.3 138 190 261 94.0 166 233

1.17 1.57

0.864 1.21 1.65 2.24 3.08 0.925 1.50 2.05 0.653 0.737 1.51 2.08 2.86 3.85 0.833 1.38 1.90 2.61 0.784 1.38 1.94

151 200 127 182 248 331 440 160 267 363 111 128 284 391 528 687 163 284 39 1 528 160 306 439

1.58 2.27 3.10 4.14

102 125 152 186

1.11 1.28 2.84 3.91 5.28 6.87 1.63 2.84 3.91 5.28 1.33 2.55 3.66 5.05 2.55 3.66 5.05 6.65 2.09 3.23 4.67 6.31 8.32

121 129 195 240 295 354 145 196 241 298 175 237 294 364 239 296 368 446 303 377 470 574 698

5.0 6.3 8.0 3.6 5.0 6.3 8.0 5.0 6.3 8.0 10.0

11.6 14.2 17.5 9.70 13.1 16.2 20.1 14.7 18.2 22.6 27.4



D

i BEARING AND BUCKLING VALUES FOR UNSTIFFENED WEBS FOR S355 Y

Desianation I Be, End Bearing --I Thickness Mass per

Size

D x B rnm

Be,

Metre

t

Flan{

Bearing Factor Factor

c 2 kN/mm

Plate Flan(

Factor

kNlmm

Plate Stiff

Bearing Factor


kNlmm

Beam Factor

c1 kN

Beam Factor

c1 kN

14.5 12.8 22.7 35.5 14.5 22.7 35.5 56.4 90.9 18.4 35.5 56.4 12.8 14.5 35.5 56.4 90.9 142 18.4 35.5 56.4 90.9 18.4 35.5 56.4 90.9 35.5 56.4 90.9 142

q 3.33

50x30 60x40

2.27 2.13 2.84 3.55 2.27 2.84 3.55 4.47 5.68 2.56 3.55 4.47 2.1 3 2.27 3.55 4.47 5.68 7.10 2.56 3.55 4.47 5.68 2.56 3.55 4.47 5.68 3.55 4.47 5.68 7.1 0 3.55 4.47 5.68 7.10 8.88

36.4 32.0 56.8 88.8 36.4 56.8 88.8 141 227 46.0 88.8 141 32.0 36.4 88.8 141 227 355 46.0 88.8 141 227 46.0 88.8 141 227 88.8 141 227 355 88.8 141 227 355 555

80x40

90x50

100x50 4.03 2.97 I 214 174

10.0 A + 100x60

120x60

$Et+- * 120x80

2.34 I ::: 150x1 00 35.5

56.4 90.9 142 222

4.47 5.68 7.10 438 8.88 587

28.9 10.0 35.3 12.5 42.8

2.92 3.91 1250

A Check availability in S355. For bearing or buckling the web capacity = C1 + bl C2

Where bl is the stiff bearing length. The beam component for end bearing assumes a sealing plate (thickness at least equal to the wall of the section) is welded to the


D - 86



22.6 28.1 35.1 43.1 52.7 24.1 30.1 37.6 46.3 41.4 51.0 51.0 62.5 30.4 38.0 47.7 58.8 72.3 90.3 47.7

35.5 3.55 56.4 4.47 90.9 5.68 142 7.10 222 8.88 35.5 3.55 56.4 4.47 90.9 5.68 142 7.10 90.9 5.68 142 7.10 142 7.1 0 222 8.88 35.5 3.55 56.4 4.47 90.9 5.68 142 7.1 0 222 8.88 364 11.4 90.9 5.68

58.8 47.9

142 7.10 355 7.10 56.4 4.47 141 4.47

227 355 555 909

5.68 7.1 0 8.88 11.4

BS 5950-1 : 2000


i BEARING AND BUCKLING VALUES FOR UNSTIFFENED WEBS FOR S355 Y

- Shear

:apacit

P" kN

I Bearing Buckling End Bearing or Continuous

Designation Size

D x B mm

160x80

200x1 00

200x1 20

Mass I End Bearing Continuous Over Der 1 Bearing

Wall Thickness

t rnm

4.0 5.0 6.3 8.0 10.0

With Welded

Metre I I I I Without Welded Flange Plate Flan! 'late


c 2 kN1mrn

Beam Factor

c1 kN


c 2 kN1rnm 0.723 1.13 1.68 2.42 3.30 0.904 1.43 2.1 6 3.02 4.12


c2 kN1rnm

2.84 3.55 4.47 5.68 7.10

Beam Factor

c1 kN

56.8 88.8 141 227 355 88.8 141 227 355 555 88.8 141 227 355


kNlmm 2.84 3.55 4.47 5.68 7.1 0 3.55 4.47 5.68 7.10 8.88 3.55 4.47 5.68 7.10

Beam Factor

c 1 kN 116 181 270 387 528 181 286 432 605 825 168 264 396 553

Beam Factor

33.7

1.14 1.94 3.08 4.54 6.19 1.43 2.47 3.96 5.67 7.74

261 322 400 500 609 408 508 636 780 953

183 31 1 492 726 99 1 286 494 791 1130 1550

5.0 6.3 8.0 10.0 12.5 5.0 6.3 8.0 10.0 8.0 10.0 10.0 12.5 5.0 6.3 8.0 10.0 12.5 16.0

0.838 1.32 1.98 2.77

409 51 0 639 784 643 790 987 1210 51 5 644 809 997 1230 1530 971 1200 780 982 1210 1500 1880

-

- -

-

286 494 791 1130 791 1130 1240 1770 249 456 798 1240 1770 2490 756 1250 409 756 1250 1910 2800

1.43 2.47 3.96 5.67 3.96 5.67 4.95 7.09 0.995 1.82 3.19 4.95 7.09 9.98 2.52 4.18 1.36 2.52 4.18 6.37 9.35

227 355

5.68 7.1 0

353 493

1.77 2.47

200x1 50

250x1 00

250x1 50

300x1 00

300x200

355 555

7.10 8.88

745 1050

2.98 4.19 0.643 1.07 1.70 2.47 3.46 4.86 1.79 2.80 0.825 1.37 2.08 3.00 4.31

88.8 141 227 355 555 909 227

3.55 4.47 5.68 7.10 8.88 11.4 5.68

161 266 424 61 9 864 1220 538 84 1 248 41 0 624 900 1290

8.0 10.0 6.3 8.0 10.0 12.5 16.0

60.3 74.5 91.9 115

90.9 142 222 364

5.68 7.10 8.88 11.4

For bearing or buckling the web capacity = C1 + b, C2



D - 87





Desianation Bearing 1 Buckling End Bearing I Continuous Over I End Bearing or Continuous

"

Size Mass

Per Metre

kg - 72.8 90.2 112 141 85.4 106 131 166 98.0 122 151 191 235

-

-

-

Wall Thickness

t mm

8.0 10.0 12.5 16.0 8.0 10.0 12.5 16.0 8.0 10.0 12.5 16.0 20.0

Shear Capacit

P" kN

Bearing

I Over Bearing

Without Welded I With Welded Flange Plate

Factor

Flange Plate

Factor

Beam Factor

c1 kN


kNlmm

Beam Factor


kNlmm c1 kN

D x B mm

400x200 90.9 142 222 364

5.68 7.10 8.88 11.4

227 355 555 909

5.68 7.1 0 8.88 11.4

439 723 1130 1730

1.10 1.81 2.82 4.32 0.903 1.51 2.42 3.81 0.757 1.29 2.1 0 3.39 4.82

637 1140 1940 3160 583 1070 1880 321 0 536 995 1790 31 90 4840

1.59 2.86 4.85 7.91 1.30 2.38 4.1 7 7.14 1.07 1.99 3.58 6.39 9.67

1320 1630 2020 2540 1490 1850 2290 2890 1660 2060 2560 3230 3880

450x250 5.68 7.10 8.88 11.4

227 355 555 909

5.68 7.1 0 8.88 11.4

406 680 1090 1710

90.9 142 222 364 90.9 142 222 364 552

500x300 5.68 7.1 0 8.88 11.4 13.8

227 355 555 909 1380

5.68 7.10 8.88 11.4 13.8

379 643 1050 1700 241 0

For bearing or buckling the web capacity = C1 + b, C2 Where b, is the stiff bearing length. The beam component for end bearing assumes a sealing plate (thickness at least equal to the wall of the section) is welded to the


D - 88


BS 5950-1 : 2000 I WEB BEARING AND BUCKLING

ng Continuous Over

I BS EN 10219-2: 1997 COLD-FORMED

SQUARE HOLLOW SECTIONS

Buckling End Bearing or Continuous Shear

D Y r 7

ng Over Bearing Capacit! Without Welded I With Welded

2.13 1.42

21.1 0.844 52.8 2.11 25.7 14.1 0.471 37.9 1.26 22.8

18.8 26.3 34.0 50.0

0.376 49.5 0.989 0.526 70.9 1.42 0.681 91.6 1.83 1 .oo 132 2.64

60x60

70x70

80x80

5.0 6.56 3.0 5.1 9 4.0 6.71 5.0 8.13 2.5 5.1 7 3.0 6.13 3.5 7.06 4.0 7.97 5.0 9.70 3.0 7.07 3.5 8.16 4.0 9.22 5.0 11.3 6.0 13.2

3.55 2.13

66.8 1.34 172 3.43 89.0 37.9 0.632 102 1.70 70.4

2.84 3.55 1.78 2.13 2.49 2.84 3.55 2.13 2.49 2.84 3.55 4.26

56.6 0.943 151 2.52 91.1 76.0 ' 1.27 200 3.33 111 30.6 0.438 78.5 1.12 70.2 41.0 0.586 109 1.56 83.2 51.6 0.737 139 1.99 95.7 62.4 0.891 168 2.40 108 84.4 1.21 225 3.21 132 43.4 0.542 113 1.41 96.0 55.3 0.691 147 1.84 111 67.4 0.842 182 2.27 125 92.1 1.15 248 3.10 153 118 1.47 31 2 3.90 179

i


Be End Bearing

Be

Beam Factor

c1 kN

Flange Plate Flange Plate

Factor Factor

Beam Factor

c1 kN


kN/mm


c2 kN/mm

P" kN

1.42 12.5 0.500 33.0 1.32 18.5 1.78 I 16.7 I 0.668 I 42.9 I 1.72 I 22.3

5.68 8.88 12.8 5.68 8.88 12.8

1.42 1.78 2.1 3 1.42 1.78 2.1 3

14.2 22.2 32.0 14.2 22.2 32.0

40x40 5.68 8.88 12.8 22.7

1.42 1.78 2.1 3 2.84

14.2 22.2 32.0 56.8

2.0 2.5 3.0 4.0

2.31 2.82 3.30 4.20

1.78 2.1 3 2.84 42.8 1.07

50x50 1.42 1.78 2.1 3 2.84

39.8 48.9 57.6 74.0

2.0 2.5 3.0 4.0

2.93 3.60 4.25 5.45

5.68 8.88 12.8 22.7 35.5 12.8 22.7 35.5 8.88 12.8 17.4 22.7 35.5

1.42 1.78 2.1 3 2.84 3.55 2.13 2.84 3.55 1.78 2.1 3 2.49 2.84 3.55 2.13 2.49 2.84 3.55 4.26

14.2 22.2 32.0 56.8 88.8 32.0 56.8 88.8 22.2 32.0 43.5 56.8 88.8 32.0 43.5 56.8 88.8 128

12.8 17.4 22.7 35.5 51.1


FOR EXPLANATION OF TABLES SEE NOTE 9.3 end of the section by a continuous fillet weld.

D - 89


1.25 1.69 2.13 2.97 3.79 1.11 1.98 2.84 3.67 5.28 1.67 2.55 3.40 5.05 6.65 1.39 2.24 3.12 4.80 6.43 1.26 2.09 2.97 4.67 6.31 1.14 1.94 2.81 4.54 6.19

109 126 142 175 204 121 159 196 230 290 193 239 281 358 432 227 281 332 426 518 244 302 358 460 560 261 324 383 494 603


D COLD-FORMED I- < I SQUARE HOLLOW SECTIONS

i


Desianation Bearina 1

Continuous Over Mass

Per Metre

8.01 9.26 10.5 12.8 15.1 8.96 11.7 14.4 17.0 21.4 14.2 17.5 20.7 26.4 31.8 16.8 20.7 24.5 31.4 38.1 18.0 22.3 26.4 33.9 41.3 19.3 23.8 28.3 36.5 44.4

-

-

-

-

-

-

Size

D x D mm

End Bearing Wall Thickness

t mm

Shear Over Bearing Capacib Bearing

Without Welded Flans

Beam Factor

c 1 kN

Plate Stiff

Bearing Factor

c 2 kNlmm

Flang Beam Factor

c 1 kN

Plate Stiff

Bearing Factor

Beam Factor

c 1 kN


c 2 kNlmm

Beam Factor

c 1 kN


c 2 kN/rnm

90x90 3.0 3.5 4.0 5.0 6.0 3.0 4.0 5.0 6.0 8.0 4.0 5.0 6.0 8.0 10.0 4.0 5.0 6.0 8.0 10.0 4.0 5.0 6.0 8.0 10.0 4.0 5.0 6.0 8.0 10.0

32.0 43.5 56.8 88.8 128 32.0 56.8 88.8 128 227 56.8 88.8 128 227 355 56.8 88.8 128 227 355 56.8 88.8 128 227 355 56.8 88.8 128 227 355

2.13 2.49 2.84 3.55 4.26 2.13 2.84 3.55 4.26 5.68 2.84 3.55 4.26 5.68 7.1 0 2.84 3.55 4.26 5.68 7.1 0 2.84 3.55 4.26 5.68 7.1 0 2.84 3.55 4.26 5.68 7.10

45.1 58.2 71.7 99.1 127 46.1 75.2 105 136 200 80.1 115 152 226 304 82.5 123 164 249 338 83.1 125 169 260 354 83.2 127 1 74 270 369

0.501 0.647 0.796 1.10 1.41

0.461 0.752 1.05 1.36 2.00 0.667 0.962 1.26 1.89 2.53 0.590 0.876 1.17 1.78 2.41 0.554 0.834 1.13 1.73 2.36

113 152 192 267 341 111 198 284 367 528 201 306 409 606 798 194 31 4 437 673 900 189 31 3 445 701 947 183 31 1 450 726 991

12.8 17.4 22.7 35.5 51.1 12.8 22.7 35.5 51.1 90.9 22.7 35.5 51.1 90.9 142 22.7 35.5 51.1 90.9 142 22.7 35.5 51.1 90.9 142 22.7 35.5 51.1 90.9 142

2.1 3 2.49 2.84 3.55 4.26 2.1 3 2.84 3.55 4.26 5.68 2.84 3.55 4.26 5.68 7.10 2.84 3.55 4.26 5.68 7.10 2.84 3.55 4.26 5.68 7.10 2.84 3.55 4.26 5.68 7.10

100x1 00

120x1 20

140x1 40

150x1 50

160x1 60 0.520 0.794 1.08 1.68 2.30



D - 90



Designation Size Wall

Thickness

D x D t mm mm

180x1 80 5.0 6.0 8.0 10.0 12.0 12.5

200x200 5.0 6.0 8.0 10.0 12.0 12.5

250x250 6.0 8.0 10.0 12.0 12.5

300x300 8.0 10.0 12.0 12.5

I BS EN 10219-2: 1997


Bearing Buckling Mass End Bearing Continuous Over End Bearing or Continuous Shear per Bearing Over Bearing Capacit

Metre Without Welded With Welded Flange Plate Flange Plate

Beam Stiff Beam Stiff Beam Stiff Beam Stiff Factor Bearing Factor Bearing Factor Bearing Factor Bearing

Factor Factor Factor Factor c1 c2 c1 c2 c1 c2 c1 c2 P"

kg kN kNlmm kN kN/mm kN kN/mm kN kNlmm kN 27.0 35.5 3.55 88.8 3.55 129 0.719 300 1.67 366 32.1 51.1 4.26 128 4.26 180 1 .oo 451 2.51 435 41.5 90.9 5.68 227 5.68 287 1.59 766 4.26 562 50.7 142 7.10 355 7.10 396 2.20 1070 5.94 688 58.5 204 8.52 51 1 8.52 509 2.83 1360 7.57 793 60.5 222 8.88 555 8.88 538 2.99 1440 7.98 820 30.1 35.5 3.55 88.8 3.55 130 0.650 286 1.43 409 35.8 51.1 4.26 128 4.26 184 0.922 443 2.22 486 46.5 90.9 5.68 227 5.68 30 1 1 S O 791 3.96 630 57.0 142 7.10 355 7.10 421 2.1 1 1130 5.67 773 66.0 204 8.52 51 1 8.52 545 2.72 1470 7.33 896 68.3 222 8.88 555 8.88 576 2.88 1550 7.74 927 45.2 51.1 4.26 128 4.26 187 0.749 403 1.61 61 3 59.1 90.9 5.68 227 5.68 324 1.29 798 3.19 801 72.7 142 7.10 355 7.10 470 1.88 1240 4.95 986 84.8 204 8.52 51 1 8.52 620 2.48 1670 6.67 1150 88.0 222 8.88 555 8.88 658 2.63 1770 7.09 1190 71.6 90.9 5.68 227 5.68 332 1.11 756 2.52 971 88.4 142 7.1 0 355 7.10 501 1.67 1250 4.18 1200 104 204 8.52 51 1 8.52 677 2.26 1780 5.93 1410 108 222 8.88 , 555 8.88 721 2.40 1910 6.37 1460

BEARING AND BUCKLING VALUES FOR UNSTIFFENED WEBS FOR s355 Y


FOR EXPLANATION OF TABLES SEE NOTE 9.3 end of the section by a continuous fillet weld.

D - 91


5.68 8.88 12.8 22.7

1.42 14.2 1.78 22.2 2.13 32.0 2.84 56.8

8.88 12.8 22.7 35.5 12.8 22.7 12.8 22.7 12.8 22.7 35.5 12.8 22.7

1.78 22.2 2.13 32.0 2.84 56.8 3.55 88.8 2.1 3 32.0 2.84 56.8 2.1 3 32.0 2.84 56.8 2.1 3 32.0 2.84 56.8 3.55 88.8 2.13 32.0 2.84 56.8


COLD-FORMED RECTANGULAR HOLLOW SECTIONS m

I


- Mass

Per Metre

2.1 5 2.62 3.07

Designation Bearing tlina End Bearing I Contini

BE )us Over rina

E id Bearing Over

)r Continuc iearina

JS Size

D x B mm

50x25

Shear Capacit)

P" kN

38.9 47.4 55.5

Wall Thickness

t

mm

2.0 2.5 3.0

1

Withou Flana

Welded ! Plate

With Flana

lelded I Plate


kNlmm

0.540 0.756 0.975

Beam Factor

c1 kN

5.68 8.88 12.8


kNlmm 1.42 1.78 2.13

Beam Factor

c1 kN

14.2 22.2 32.0


kN/mm 1.42 1.78 2.1 3

Beam Factor

c1 kN

27.0 37.8 48.8

Beam Factor

c1 kN

49.5 70.9 91.6


kNlmm

0.989 1.42 1.83

50x30 2.0 2.5 3.0 4.0

2.31 2.82 3.30 4.20

1.42 1.78 2.1 3 2.84

24.7 34.6 44.6 65.3

0.495 0.692 0.891 1.31

49.5 70.9 91.6 132

0.989 1.42 1.83 2.64

39.1 47.8 56.0 71.2

60x30 3.0 4.0

3.77 4.83

12.8 2.1 3 32.0 22.7 I 2.84 I 56.8

2.13 2.84

54.4 80.9

0.907 1.35

102 151

1.70 2.52

68.3 87.3

60x40 3.60 4.25 5.45 6.56 4.72 6.08 5.19 6.71 5.19 6.71 8.1 3 5.66 7.34 8.91 6.13 7.97 9.70 6.13 7.06 7.97 9.70

-

-

-

-

-

-

-

2.5 3.0 4.0 5.0 3.0 4.0 3.0 4.0 3.0 4.0 5.0 3.0 4.0 5.0 3.0 4.0 5.0 3.0 3.5 4.0 5.0

1.78 2.1 3 2.84 3.55 2.13 2.84 2.13 2.84 2.13 2.84 3.55 2.13 2.84 3.55 2.13

1 2.84 ' 3.55 I 2.13 7

36.0 47.2 70.1 93.9 55.3 83.7 49.4 74.7 62.2 96.8 132 55.9 86.7 118 50.9 78.9 107 61.3 79.6 97.9 135

0.600 0.787 1.17 1.57

0.790 1.20

0.705 1.07

0.778 1.21 1.65

0.699 1.08 1.48

0.637 0.986 1.34

0.681 0.884 1.09 1.50

76.5 102 151 200 109 168 109 168 113 182 248 113 182 248 113 182 248 113 152 192 267

1.27 1.70 2.52 3.33 1.56 2.40 1.56 2.40 1.41 2.27 3.10 1.41 2.27 3.10 1.41 2.27 3.10 1.25 1.69 2.13 2.97

58.7 69.1 88.8 107 81.5 105 82.1 106 93.9 121 148 94.5 123 149 95.1 123 151 107 123 138 170

70x40

70x50

80x40

80x50

80x60

90x50 2.49 43.5

22.7 2.84 56.8

For bearing or buckling the web capacity = C1 + b, C2



D - 92



Size

BS 5950-1 : 2000

Wall

I BS EN 10219-2: 1997 COLD-FORMED

D x B rnm

Thickness

t mm

108 151 195 60.2 79.4 99.0 138 1 78 52.2 85.2 119 74.9 135 198 65.1 89.1 114 166 218

1.08 198 1.51 284 1.95 367

0.602 111 0.794 154 0.990 198 1.38 284 1.78 367

0.522 111 0.852 198 1.19 284

0.624 103 1.12 201 1.65 306

0.542 103 0.742 150 0.953 201 1.38 306 1.81 409

120x60 3.0 3.5 4.0 5.0

120x80

140x80

6.0 3.0 4.0 5.0 6.0 8.0 3.0 4.0 5.0 6.0 8.0

57.6 99.8 1 44 189 280 60.0 110 165 221 335 452

0.480 103 0.832 201 1.20 306 1.57 409 2.34 606 0.429 94.0 0.785 194 1.18 31 4 1.58 437 2.39 673 3.23 900

RECTANGULAR HOLLOW SECTIONS

X

BEARING AND BUCKLING VALUES FOR UNSTIFFENED WEBS FOR S355 Y - Shear :apacit]

P" kN

Buckling End Bearing or Continuous

Over Bearing Without Welded I With Welded

Be; End Bearing

ng Continuous Over Mass

Per Metre

kg 6.13 7.97 9.70 6.60 8.59 10.5 12.3 7.07 8.16 9.22 11.3 13.2

-

-

-

Be;

Beam Factor

c1 kN

ng


kN/mrn

Plate Stiff

Bearing Factor c2

kNlmm

Flange Plate

Factor

Flanc Beam Factor

c1 kN

Beam Factor

c1 kN


kNlmm

100x40 I ::: 71.5 0.715 111 119 I 1.19 I 198

119 154 189 119 155 190 222

1.11 1.98 2.84 1.11 1.98 2.84 3.67 1.11 1.54 1.98 2.84 3.67 1.11 1.98 2.84 0.859 1.67 2.55 0.859 1.25 1.67 2.55 3.40 0.859 1.67 2.55 3.40 5.05 0.671 1.39 2.24 3.12 4.80 6.43

2.1 3 2.84 3.55 2.1 3 2.84 3.55 4.26 2.13 2.49 2.84 3.55 4.26 2.13 2.84 3.55 2.13 2.84 3.55 2.1 3 2.49 2.84 3.55 4.26

32.0 56.8 88.8 32.0 56.8 88.8 128 32.0 43.5 56.8 88.8 128 32.0 56.8 88.8 32.0 56.8 88.8 32.0 43.5 56.8 88.8 128

2.13 2.84 3.55 2.13 2.84 3.55 4.26 2.13 2.49 2.84 3.55 4.26 2.1 3 2.84 3.55 2.1 3 2.84 3.55 2.13 2.49 2.84 3.55 4.26

12.8 22.7 35.5 12.8 22.7 35.5 51 .I 12.8 17.4 22.7 35.5 51.1 12.8 22.7 35.5 12.8 22.7 35.5 12.8 17.4 22.7 35.5 51.1 12.8 22.7 35.5 51.1 90.9 12.8 22.7 35.5 51 .I 90.9 142

168 I 1.68 I i:: 65.3 0.653 100x50

100x60

3.0 4.0 5.0 6.0 3.0 3.5 4.0 5.0 6.0

120 138 156 192 224 121 157 194

- 100x80

120x40 + 5.0 4.0

8.01 10.5 12.8 7.07 9.22 11.3

- 144 187, 230 145 168 189 233 273 146 190 235 276 348 171 224 277 325 41 2 496 -

8.01 9.26 10.5 12.8 15.1 8.96 11.7 14.4 17.0 21.4 9.90 13.0 16.0 18.9 23.9 28.7

-

-

-

32.0 56.8 88.8 128 227 32.0 56.8 88.8 128 227 355

2.1 3 2.84 3.55 4.26 5.68 2.1 3 2.84 3.55 4.26 5.68 7.1 0

2.13 2.84 3.55 4.26 5.68 2.13 2.84 3.55 4.26 5.68 7.10

For bearing or buckling the web capacity = C1 + b, C2 Where b, is the stiff bearing length. The beam component for end bearing assumes a sealing plate (thickness at least equal to the wall of the section) is welded to the


D - 93



kN/mm 2.84 3.55 4.26 5.68 7.1 0 3.55 4.26

Flan( Beam Factor

c1 kN 103 156 21 1 323 438 181 249

3.55 4.26 5.68 7.10 2.84 3.55 4.26 5.68 7.10 2.84 3.55 4.26 5.68 7.10 2.84 3.55 4.26 5.68 7.10 2.84 3.55 4.26 5.68 7.1 0

191 271 435 601 109 174 245 392 540 110 181 261 432 605 103 168 241 396 553 93.8 151 21 6 353 493



X

i

BEARING AND BUCKLING VALUES FOR UNSTIFFENED WEBS FOR S355 Y - Mass

Per Metre

kg 14.9 18.3 21.7 27.7 33.4

Desigr Size

D x B mm

Bearing I Bucklina ion Wall

Thickness

t mm

End Bearing End Bearing or Continuous I Over Bearina Continuous Over

Bearing Shear >apacity

P" kN 242 299 353 450 544 31 8 375 477 290 360 425 543 658 292 361 427 548 665 325 403 477 61 3 747 326 405 479 61 8 753

I Without Welded With Welded Plate Plate Flan:

Beam Factor

c1 kN 189 31 3 445 70 1 947

Beam Factor

c1 kN

22.7 35.5 51.1 90.9 142


kNlmm 2.84 3.55 4.26 5.68 7.1 0

Beam Factor

c1 kN

56.8 88.8 128 227 355


kNlmm 0.684 1.04 1.41 2.15 2.92


c2 kNlmm

1.26 2.09 2.97 4.67 6.31 1.94 2.81 4.54 0.950 1.67 2.51 4.26 5.94 0.950 1.67 2.51 4.26 5.94 0.796 1.43 2.22 3.96 5.67 0.796 1.43 2.22 3.96 5.67

150x1 00 4.0 5.0 6.0 8.0 10.0 5.0 6.0 8.0 4.0 5.0 6.0 8.0 10.0 4.0 5.0 6.0 8.0 10.0

160x80 17.5 20.7 26.4 15.5 19.1 22.6 28.9 35.0 16.8 20.7 24.5 31.4 38.1 18.0 22.3 26.4 33.9 41.3 19.3 23.8 28.3 36.5 44.4 21.2 26.2 31.1 40.2 49.1

-

-

-

-

-

-

35.5 51.1 90.9 22.7 35.5 51.1 90.9 142 22.7 35.5 51.1 90.9 142

3.55 4.26 5.68 2.84 3.55 4.26 5.68 7.1 0 2.84 3.55 4.26 5.68 7.1 0

88.8 128 227 56.8 88.8 128 227 355 56.8 88.8 128 227 355 56.8 88.8 128 227 355 56.8 88.8 128 227 355 56.8 88.8 128 227 355

1.13 1.56 2.42 0.656 1.06 1.50 2.42 3.34 0.605 0.967 1.36 2.18 3.00 0.549 0.904 1.31 2.1 6 3.02 0.514 0.838 1.20 1.98 2.77

31 1 450 726 171 300 451 766 1070 171 300 45 1 766 1070 159 286 443 79 1 1130 159 286 443 791 1130

180x80

180x100

200x1 00

200x1 20

4.0 5.0 6.0 8.0 10.0 4.0 5.0 6.0 8.0 10.0 4.0 5.0 6.0 8.0 10.0

22.7 35.5 51.1 90.9 142 22.7 35.5 51.1 90.9 142 22.7 35.5 51.1 90.9 142

2.84 3.55 4.26 5.68 7.10 2.84 3.55 4.26 5.68 7.10 2.84 3.55 4.26 5.68 7.10

200x1 50 0.469 0.756 1.08 1.77 2.47

159 286 443 79 1 1130

0.796 1.43 2.22 3.96 5.67

327 407 482 623 762

For bearing or buckling the web capacity = C1 + bl C2

Where bl is the stiff bearing length. The beam component for end bearing assumes a sealing plate (thickness at least equal to the wall of the section) is welded to the


D - 94


Mass Bearing

End Bearing I Continuous Over

Without Welded Flange Plate

Beam Stiff Factor Bearing

Factor c1 c2 kN kN/mm 161 0.643 240 0.962 424 1.70 61 9 2.47 81 5 3.26 864 3.46

With Welded Flange Plate

Beam Stiff Factor Bearing

Factor c1 c2 kN kN/mrn 249 0.995 403 1.61 798 3.19 1240 4.95 1670 6.67 1770 7.09

68.3 45.2

222 8.88 555 51.1 4.26 128

59.1 72.7 84.8 88.0 71.6 88.4 104 108

90.9 5.68 227 142 7.1 0 355 204 8.52 51 1 222 8.88 555 90.9 5.68 227 142 7.1 0 355 204 8.52 51 1 222 8.88 555



X


Desigr on Wall

Thickness

t mm

Shear iapacit

P" kN 51 1 607 788 966 1120 1160 728 946 1160 1340 1390 736 961 1180 1380 1430 1300 1600 1870 1950

-

-

-

-

-

Size

D x B mm

Per Metre

Be

Beam Factor

c1 kN

ng


c2 kN/mm

Beam Factor

c 1 kN


c 2 kN/rnm kg -

30.1 35.8 46.5 57.0 66.0 68.3

250x1 50 5.0 6.0 8.0 10.0 12.0 12.5

35.5 51.1 90.9 142 204 222

3.55 4.26 5.68 7.1 0 8.52 8.88

88.8 128 227 355 51 1 555 128 227 355 51 1

3.55 4.26 5.68 7.10 8.52 8.88 4.26 5.68 7.10 8.52 8.88 4.26 5.68 7.1 0 8.52 8.88 5.68 7.10 8.52 8.88

35.8 46.5 57.0 66.0

51 .I 90.9 142 204

4.26 5.68 7.10 8.52

358 756 1250 1780 1910 358 756 1250 1780'

278 538 841 1160 1240 222 41 0 624 845

0.928

0.740

2.08 2.82

6.0 8.0 10.0 12.0 12.5 6.0 8.0 10.0 12.0 12.5 8.0 10.0 12.0 12.5

300x1 00

300x200 1.19 2.52 4.18

400x200

For bearing or buckling the web capacity = C1 + bl C2




BS 4-1 : 1993

Shear :a p a c i ty

P" kN 979 747 559 575 443 388 367 31 8 298 256 249 230 208 176 146 107


PARALLEL FLANGE CHANNELS

I I I

I

X f.

380x100~54 300x100~46 300x90~41 260x90~35 260x75~28 230x90~32 230x75~26 200x90~30 200x75~23 180x90~26 180x75~20 150x90~24 150x75~18 125x65~15 #

T Section

9.5 9.0 9.0 8.0 7.0 7.5 6.5 7.0 6.0 6.5 6.0 6.5 5.5 5.5


489 439 369 298 346 283 323 261 283 240 277 215 210 155

+ 430x1 00x64

3.11 3.20 2.84 2.49 2.66 2.31 2.49 2.13 2.31 2.13 2.31 1.95 1.95 1.78

423 278 407 261 398 246 360 275 463 270 349 331 1OOx50x10# I 5.0

291 0.693 297 0.682 249 0.668 253 0.652 207 0.640 211 0.618 183 0.617 189 0.605 143 0.601 148 0.568 115 0.567 91.0 0.566

Depth Between

Fillets

d rnm 362 31 5 237 245 208 212 178 181 148 151 131 135 102 106 82.0 65.0

End Bearing

Factor

148 ' 2.84 f 2.66

2.31 2.49

104 2.13 113 2.31 95.9 2.13 111 I 2.31

Bearing

Reduc. Factor

Kb

0.748 0.71 3 0.699 0.699 0.667 0.627 0.648 0.604 0.627 0.577 0.604 0.577 0.604 0.548 0.565 0.571


Factor

Buckling End Bearing

Buckling Reduc.

632 I 507 I 0.785 468 I 441 I 0.759 529 332 0.719 511 I 343 I 0.724


Buckling Factor

c4 kN 632 468 529 51 1 423 278 407 261 398 246 360 275 463 270 349 331

# Check availability. Web bearing capacity, P, = K, (Cl + b, C2) Web buckling resistance, P, = K, K (C4 P,)0.5 For Continuous over bearing: For End bearing: Where b, is the stiff bearing length and a, is the distance from the load or reaction to the nearer end of the member. Reduction factors Kb and K, should be applied where appropriate to take account of the eccentricity due to the heel radius. FOR EXPLANATION OF TABLES SEE NOTE 9.2

K = 1 .O K = Min. { (a, / 1.4d) + 0.5 , 1 .O }

D - 96


M, Mcx

696 696 696 696 6950 6950 6950 6950

Mcx

M, M,

M,

5120 5120 5120 4990 448 448 448 448 5120 5050 4830 - 448 448 448 -

Mcx

M, Mm

My

Mcx

M, Mm

M,

4430 4430 4390 4100 387 387 387 387 4430 4360 - 387 387 -

3920 3920 3920 3650 325 325 325 325 3920 3860 3710 -

325 325 325 -

AXIAL LOAD & BENDING BS 4-1 : 1993

X

UB SECTIONS SUBJECT TO AXIAL LOAD (COMPRESSION OR TENSION) AND BENDING

CROSS-SECTION CAPACITY CHECK

I CAPACITIES FOR S355 Y

Moment Capacity Mcx, M, (kNm) and Reduced Moment Capacity M,, M, (kNm) FIP, Limit

Semi-Compact Compact

nla 1 .oo

Section Designation and

Axial load Capacity

101 6x305~487 # + p, (kN)

P, = $pv = 20800

for Ratios of Axial Load to Axial Load C lacitv FIP. -

0.6

7770 696 41 40 696 6950 61 7 3690 61 7 621 0 544 3290 544

531 0 506

- -

-

-

-

- 0.7

7770 696 31 30 693 6950 61 7 2790 61 6 6210 544 2490 544

51 90 506

- -

-

-

-

- 1 .o

7770 696 0 0

6950 61 7 0 0

621 0 544 0 0 $ $

- -

-

-

-

- 0.4

7770 696 6060 696 6950 61 7 541 0 61 7 621 0 544

4840 544 5450 506

- -

-

-

-

- 4740 448

- 0.5

7770 696 51 20 696 6950 61 7 4570 61 7 6210 544 4080 544 5380 506

- -

-

-

-

- 0.9

7770 696 1070 291 6950 61 7 949 258 621 0 544 844 230 3730 318

- -

-

-

-

F/P, I 0.0 I 0.1 I 0.2 I 0.3

7770 696 2110 522 6950 61 7 1880 464 6210 544 1670 41 2 4960 506

-

-

-

101 6x305~437 # + P, = $py = 18700 M, I 617 I 617 I 617 I 617 nla

1 .oo 6950 61 7 621 0 544 621 0 544

5720 506 5720 506

6860 61 7 621 0 544 61 30 544 5720 506 5640 506

6570 61 7 621 0 544 5870 544 5720 506 5400 506

- 6090 61 7 621 0 544 5440 544 5720 506 5000 506

- 101 6x305~393 # +

P, = $pv = 16800 nla 1 .oo

1016x305~349#+ P, = $py = 15400 0.802

0.321

4660 448

4560 448

2740 230

2740 230

2740 230

101 6x305~314 # + P, = $pv = 13800 0.678

0.266

1016x305~272#+ P, = $py = 12000

3960 387

3880 387

1780 148

1780 148

1780 148 0.518

0.192

101 6x305~249 # + P, = $py = 10900

3490 325

3400 325

1560 125

1560 125

1560 125 0.51 8

0.210

+ Section is not given in BS 4-1 : 1993. # Check availability. F = Factored axial load. $ For these values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. The values in this table are conservative for tension as the more onerous compression section classification limits have been used. FOR EXPLANATION OF TABLES SEE NOTE 10.1

Previous page is blank

D - 98


h,, p,,

6950 6950 6950 16800 16800 16800

p, Mb Mbs pcx

15500 14000 12100 6210 5780 5120 6210 6210 6200 15400 15400 15400

p, Mb Mbs Mb Mbs Pc,

p, Mb Mbs Mb Mbs P,,

p, Mb Mbs Mb Mbs

12900 11800 10300 4440 4200 3730 4440 4440 4420 5120 4710 4130 5120 5120 5090 12000 12000 12000 11200 10300 8950 3860 3630 3210 3860 3860 3830 4430 4060 3530 4430 4430 4390 10900 10900 10900 10200 9250 7940 3390 3150 2770 3390 3390 3330 3920 3540 3060 3920 3920 3840


UB SECTIONS SUBJECT TO AXIAL COMPRESSION AND BENDING

x- - X 1 Y MEMBER BUCKLING CHECK

RESISTANCES AND CAPACITIES FOR S355


Capacities IkN. kNm)

FIP, Limit

Compression f esistan C

I€

:e P,,, f ?!

Ii

;istancc 3 di Momei 11

F

cy (kN) and Buckling Rc for

igths LE (m) within the

7.0 I 8.0 I 9.0

Va LF (m)l 2.0 I 3.0 I 4.0

ying efl 5.0

20800 11900

- !dive IE

6.0

20800 9630

- miting !

10.0

201 00 4340

- alue of 11.0

19900 3670

- 7P, 12.0 I 13.0 I 14.0

101 6x305~487 # + P, = A,P, = 2080a pJ, = 661 0 p?, = 580

101 6x305~437 # + P, = $pv = 18700 p?, = 5940 p q V = 514

101 6x305~393 # + P, = $py = 16800

pyz, = 453

P, = $pv = 15400

pJ, = 5330

* 101 6x305~349 # +

p?, = 4950 pyZ, = 422

1 .oo

1 .oo 5850 7310 18700 11 200 51 20 651 0 16800 9920 4470 5790 15400 9560 371 0 4600 4040 5320 13800 8490 3270 41 20 3540 4750 12000 7340 2790 3570 301 0 4090 10900 6390

-

-

-

51 80 6780 18700 901 0 4490 6030 16800 7930 3880 5350 15400 7600 3240 4250 3470 4920 13800 6730 2830 3800 3020 4380 12000 581 0 2390 3290 2540 3780 10900 4990

-

-

3360 4530 18200 3960 2830

7

- E 1 3470

2370 351 0 15000 3240 1980 2780 2050 3220 13500 2860 1680 2460 1730 2840 1 1700 2470 1370 21 30 1410 2450 10700 2090

-

-

-

-

3070 4030 18000 3340 2580 3550 16200 2920 21 50 31 20 14900 2720 1790 2470 1850 2850 13400 2400 1510 21 80 1560 251 0 11600 2070 1220 1890 1260 21 60 10600 1750

-

-

-

1 7770 1 7770 1 7770 18700 18700 18700 17300 15600 13600 6950 6530 5810

1 .oo

1 .oo

1 .oo __

1 .oo - 0.802

0.802

0.321 F;; I 5720 I 5720 1 5700 13800 13800 13800 * 101 6x305~314 # +

P, = $py = 13800

pyz, = 373 pJ, = 4440

0.678

0.678

0.266

I

101 6x305~272 # + 0.51 8

0.51 8 t 0.192

P, = $pv = 12000 pJ, = 3860 pJy = 322

101 6x305~249 # +

0.518 P, = $py = 10900 pJ, = 3390 pyZ, = 270

2380 3080 2570 3560

2020 2830 21 40 3270

1120 1780 1150 2050 -

995 1560 1020 1810

+ Section is not given in BS 4-1 : 1993. # Check availability. * The section can become slender under axial compression only. Under combined axial compression and bending the section becomes slender when the semi-compact F/P, limit is exceeded. Under combined axial compression and bending the capacities are only valid up to the given FIP, limit. For higher values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb is obtained using an equivalent slenderness = U.v.LE/iyp>' Mb, is obtained using an equivalent slenderness = 0.5 Ur,. Effective length LE = L. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D - 99


BS 5950-1 : 2000 ‘I BS 4-1 : 1993


Axial load Capacity

p, (kN) 101 6x305~222 # +

P, = $py = 9760

91 4x41 9x388 #

P, = $py = 17000

91 4x41 9x343 #

P, = A,$, = 151 00

91 4x305~289 # P, = A,py = 12700

91 4x305~253 # P,=$py= 11100

91 4x305~224 #

P, = $py = 9870

AXIAL LOAD & BENDING

FIP, Limit

Semi-Compact

Moment Capacity M,,, M, (kNm) and Reduced Moment Capacity M,, M, (kNm)

for Ratios of Axial Load to Axial Load Capacity F/P,

Compact F/P, 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0

Mcx 3380 3380 3380 3140 2980 1260 1260 1260 1260 $ $ 0.487 Mcy 263 263 263 263 263 95.1 95.1 95.1 95.1 $ $ 0.21 1 Mrx 3380 3340 3210 -

263 263 263 -

Mcx 6100 6100 6100 6100 6000 5990 5960 5930 5850 5620 $ 0.934 Mcy 895 895 895 895 895 895 895 895 895 895 $ 0.321 M, 6100 6000 5700 5210 -

M, 895 895 895 895 -

Mcx 5340 5340 5340 5260 5110 5070 5020 4920 3560 3560 $ 0.800 M, 775 775 775 775 775 775 775 775 485 485 $ 0.276 M, 5340 5260 5000 -

M, 775 775 775 -

Mcx 4340 4340 4340 4340 4130 4040 3980 3870 2680 2680 $ 0.767 M, 420 420 420 420 420 420 420 420 250 250 $ 0.324 M, 4340 4280 4100 3800 -

M, 420 420 420 420 -

Mcx 3770 3770 3770 3650 3470 3380 3300 1840 1840 $ $ 0.624 M, 361 361 361 361 361 361 361 169 169 $ $ 0.257 M, 3770 3720 3570 -

M, 361 361 361

Mcx 3290 3290 3290 3090 2950 2880 1350 1350 1350 $ $ 0.533 Mcy 306 306 306 306 306 306 121 121 121 $ $ 0.221 Mrx 3290 3250 3110 -

M, 306 306 306 -

x - - X I: UB SECTIONS SUBJECT TO AXIAL LOAD (COMPRESSION OR TENSION) AND BENDING


CAPACITIES FOR S355 Y

+ Section is not given in BS 4-1 : 1993. # Check availability. F = Factored axial load. $ For these values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. The values in this table are conservative for tension as the more onerous compression section classification limits have been used. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D - 100




6.0

9750

7.0 8.0

9700 9640

2740 4290 14500

I 4560

-

2200 ~ 3290 1 2270

17000 12800 4510 5360 4920 6060 15100 11200 3910 4690 4250 5290

16900 1680C 11300 9770 4140 3780 5120 4880 4460 4030 5790 5510 15000 1490C 9870 8500 3560 3230 4480 4260 3830 3440 5050 4800 4540

12400

4270 3990 3710 3440 3170

12400 12300 12200 12100 1200C

3190 3750 3540 4330 11100 8390 2750 3260 3040 3760 9870 7310 2370 2820 2610 3250

2810 3500 3050 4050 111oc 6920 2400 3040 2600 3510 9870 5960 2040 2630 2210 3030

12700 11900 3750 3750 4340 4340 11100 10500 3280 3280 3770 3770 9870 9230 2850 2850 3290 3290

1270( 1100( 3570 3750 4030 4340 1110( 9590 3100 3280 3480 3770 9870 8430 2680 2850 3010 3290

2770 10900 2830 1340

2470 2190 1950 1730 1540 10900 10800 10700 10600 1050C 2340 1970 1670 1440 1250 1180 1060 952 867 795

91 4~305x253 # Pz=$py= 11100 p,Zx = 3280

pyZ, = 300

914~305~224 #

Mbs

0.624 Pcx

p, 0.624 Mb

bs

0.257 Mb

Mbs

0.533 Pcx 2380 9660

2110 1870 1660 1470 1320 9600 9530 9460 9380 9300

BS 5950-1 : 2000

Y

X

MEMBER BUCKLING CHECK

RESISTANCES AND CAPACITIES FOR S355 Y

Compression Resistance P,,, P, (kN) and Buckling Resistance Moment Mb, Mbs (kNm) Section Designation and for

T q x T E G - p E

Capacities

(kN, kNm) LE (m) xT lx7 9.0 I 10.0 1 11.0 I 12.0 I 13.0 I 14.0

9590 I 9530 I 9460 I 9400 I 9330 I 9250 1016~305~222 # + I 0.487 I pcx 2070 1710 1010 885 1640 1430 1050 909 1910 1670

16700 16600 8350 7130 3440 3140 4620 4350 3640 3300 5220 4910 14800 1470C 7240 6180 2930 2650 4030 3790 I 3080 2770

1430 782 1250 801 1460

16500 61 20

~

__

- -

1040 632 971 645 1130

1630C 4590

~

__

- -

906 576 861 587 1000

1620C 4030 2260 3260 2330 3680 1430C 3480 1860 2820 1910

__

~

- -

__

~

-

__

~

P, = $py = 9760 p,Zx = 2900 pyZ,=219 * 0.21 1

1210 700 1100 71 5 1280

16400 5280

91 4x41 9x388 #

P, = $py = 17000 p,Zx = 5390 p,Zy = 746

2870 4070

2640 3790

2430 3520

0.934

0.321 3000 4600

2520 3980 1440C 3970 2020 3050 2080

- -

-

bs

914~419~343 # 0.800 Pcx 14600 5290 P,=$py= 15100 p,

p q x = 4740 0.800 Mb 241 0 3540 2500 3

0.324

91 4x305~289 # P, = $py = 12700 p?, = 3750 p?, = 350

331 0 1620 2400 1690

~

~

2070 I 1840 I 1630 I 1440 I 1280 I 1140 1380 I 1220 I 1080 I 975 I 886 I 811

2400 1100 1750 1130 2020

~

~

1990 963 1550 990 1790

__

__

1670 1420 1220 1060

1370 1210 1080 876 784 709 647 1580 1400 1240 1100

+ Section is not given in BS 4-1 : 1993. # Check availability.

The section can become slender under axial compression only. Under combined axial compression and bending the section becomes slender when the semi-compact FIP, limit is exceeded. Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb is obtained using an equivalent slenderness = u.v.~~/r,.p,~.~ Mb, is obtained using an equivalent slenderness = 0.5 Ur,. Effective length LE = L. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D - 101



2900 320

2370 257

2080 221

2850 320

2310 257

876 79.5

BS 5950-1 : 2000


x * x Y CROSS-SECTION CAPACITY CHECK

CAPACITIES FOR S355


Axial load Capacity P, (kN)



0.481 0.206

for Ratios of Axial Load to Axial Load C acitv FIP, -

0.6

1060 91.7

- -

- - 2780 320

- 0.7

1060 91.7

- -

- - 1570 152

- 0.2

2880 257 2730 257

- -

- - 31 60 320 2980 320

- 0.3

2670 257

- -

- - 3050 320

0.0 I 0.1

914x305~201 #

P, = $pv = 8830

2880 257 2880 257

2880 257 2840 257

91.7

- - 1570 152

- - 3160 320 31 60 320

- - 31 60 320 3110 320

838x292~226# P, = $pv = 9970 0.632

0.251

2640 257 2640 257

2640 257 2600 257

2640 257 2490 257

2480 257

1090 102

1090 102

1090 102

- 876 79.5

- - 1420 139

-

838x292~194 # P, = $pv = 8520 0.534

0.219

838x292~176 #

P, = $pv = 7730

2350 221 2350 221

2350 221 2320 221

2350 221 2230 221

- - 2470 253 2330 253

-

21 80 22 1

- - 2460 253

-

876 79.5

- - 2240 253

-

876 79.5

- - 21 70 253

-

0.485 0.203

- - 2470 253 2470 253

- - 2470 253 2440 253

762x267~197 P, = $pv = 8660 0.718

0.293

# Check availability. F = Factored axial load. $ For these values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. The values in this table are conservative for tension as the more onerous compression section classification limits have been used. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D - 102


8.0 9.0

8700 8640

10.0 11.0 12.0

8580 8520 8450

1300 808 1500

9660 201 0

- 7

pc 1500 995

1 1720 8240 1610

1 736 1190

I 756

3130 8520 6160 1860 2250 2050 2580 7730 5470 1630 1980 1790

2910 8520 4950 1590 2080 1710 2390 7730 4340 1380 1830 1490

2680 8480 3860 1350 1910 1420 2190 7680 3360 1160 1660 1220

2430 8420 3020 1140 1720 1190 1980 7630 2620 972 1500 1010

2180 8360 2410 972 1530 1010 1770 7580 2080 824 1330 853

1940 8310 1950 840 1360 866 1560 7520 1690 708 1170 729

0.485 Mbs 1 2640 2640 pcx I 7730 7730 7470

1 1390 1 617

1020 1 633

1530 1350 1180

8460 8390 8320

1040 912

8240 8150



x - - X 1 Y MEMBER BUCKLING CHECK


FIP, I Compression Resistance Pcx, P, (kN) and Buckling Resistance Moment Mb, Mbs (kNm) Section Designation and

Capacities (kN, kNm)

914x305~201 # P, = $py = 8830 p,Zx = 2490 p?,= 214

for Im) within the limitina value of F/P, I Limit

Vawina effective lenaths L

LE (m) 2.0 3.0 0.481 Pcx 8830 8830

2500 2030 1670 1400 1190 + ~ l & 1140 71 1 1320

9580 1680 866 1320

-

- - -

1010 633 1170

9500 1430 782 1170 800 1340 81 00 1150 586 926 599 1070 7340 990 487 789 497

__

- - __

__

- -

__

- __

__

Mbs 2490 2490 0.206 Mb 2880 2610

Mbs 2880 2880 0.632 p c x 9970 9970 838x292~226 #

P, = $py = 9970 pYZ, = 2750 p,ZY = 267

0.632 2750 2750 3160 2880

I Mbs 3160 3160 0.251 888

1520 81 80 1350

- * 838x292~194 #

P, = A$, = 8520 p,Zx = 2290 p,&= 214

0.534 I PCX I 8520 I 8520

0.534 653 1050

0.219 669 1210 7400 1170

- 838x292~176 #

P, = A,p, = 7730 pyZx = 2030 pyZy = 185

0.485 545 897

0.203 557 Mbs 2350 2350

0.718 Pcx 8660 8660 762x267~197 P, = $py = 8660 p,Zx = 2150 pSy= 210

1040 567 794 579 91 3

__

__

-

1230 625 905 640 1040 -

0.718

0.293

# Check availability. The section can become slender under axial compression only. Under combined axial compression and bending the section becomes

slender when the semi-compact F/P, limit is exceeded. Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb is obtained using an equivalent slenderness = u.v.LE/r,.ho.’ Mbs is obtained using an equivalent slenderness = 0.5 Ur,. Effective length LE = L. FOR EXPLANATION OF TABLES SEE NOTE 10.1





CAPACITIES FOR S355 I

Y


Semi-Compac Compact

0.61 7 0.256


Axial load Capacity

762x267~173 p, (kN)

P, = $py = 7590

for acity F

0.7

1030 98.3

- - -

Ratios of 1 - al Load to Axia - .oad C

0.6

1870 21 3

- - -

2 - 0.8

1030 98.3

- - -

0.4

1960 21 3

- - 0.0

21 40 21 3 21 40 21 3

- - 0.1

21 40 21 3 21 10 21 3

- - 0.2

21 40 21 3 2020 21 3

- - 0.5

1910 21 3

- - 0.3

2070 21 3

- -

1660 170

1780 170 1780 170

1780 1 70 1760 170

1780 1 70 1680 170

1580 170

685 63.0

685 63.0

685 63.0

- 54 1 48.7

- - 1740 21 4

685 63.0

- 541 48.7

- - 1200 127

762x267~147 P, = $pv = 6450 0.500

0.208

762x267~134 P, = A,p, = 6070

1650 154 1650 154

- - 1940 21 4 1940 21 4

- 1730 188 1730 188

1600 154

- - 1940 214 1830 21 4

- 1730 188 1630 188

1490 154

- - 1940 21 4 1690 21 4

- 1670 188

541 48.7

- - 1810 21 4

54 1 48.7

- - 1790 214

1530 188

1440 154

- - 1840 21 4

1590 188

1650 154 1630 154

- - 1940 214 1910, 214

- 1730 188 1700 188

1570 169 1550 169

0.424 0.173

686x254~170 P, = $py = 7490 0.763

0.303

1560 188

886 92.2

886 92.2

886 92.2

686x254~152 P, = A@, = 6690 0.650

0.256

1570 169 1570 169

1570 169 1480 169

1430 169

71 3 73.1

1400 169

71 3 73.1

71 3 73.1

1490 169

686x254~140 P,= $py= 6140 0.580

0.228

F = Factored axial load. $ For these values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. The values in this table are conservative for tension as the more onerous compression section classification limits have been used. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D - 104


F/P, Limit

Compression Resistance Pcx, P, (kN) and Buckling Resistance Moment Mb, Mb, (kNm) for

Varying effective lengths LE (m) within the limiting value of F/P,

8.0

741 0 1850

-

753 1320 6290 1480 559 91 6

-

576 1060 591 0 1320

-

501 946

7260 - -

' 2.0

7590 6960

2140 2140 6450 5880

-

1620 1650

7490 6860 1700 1700 1940 1940 6690 61 20 1510 1510 1710 1730 61 40 5600 1380 1380 1560 1570

-

-

3.617

3.617

D.256

3.500

3.500

D.208

3.424

3.424

3.173

3.763

3.763

3.303

3.650

3.650

1.256

3.580

3.580

1.228

I LE (m) Pcx

p, Mb Mbs

Mb Mbs

p,

Mb

bs

Mb

Mbs

Pcx

p,

p, Mb

Mbs

Mb

Mbs

Pcx

p, Mb Mbs

Mb bs

pcx

p, Mb

Mbs

Mb Mbs

pcx

p, Mb

Mbs

Mb Mh+

7520 3030 1010 1470 1060 1690 6390 2440 796 1190 835 1370 6000 2180 705 1080 737 1250

7460 2340 853 1300 887 1500 6340 1880 662 1050 687 1210 5960 1670 581 945 602 1090

7590 5120 1440 1780 1570 2040 6450 4220 1160 1460 1270 1680 6070 3850 1050 1330 1150 1540

~-

7570 3970 1210 1630 1290 1870 6430 3220 966 1330 1030 1530 6050 2900 865 1210 919 1400 815

7200

703 609 531

7120 7040 6950 6090 1520 1700 1680 1940 6690 5410 1340 1510 1480 1730 6140 4930 1210 1380 1340 1570

5010 3860 1310 1110 1620 1480 1420 1180 1850 1690 6690 6660 4420 3390 1150 961 1430 1310 1240 1020 1640 1500 6140 6100 4010 3060 1030 860 1300 1180 1120 912 1490 1350

900 621 1030 6430 1270 505 787 518 900

5890 1140 440 706 451 807

782 681 550 493 895 780

6360 6290 1040 873 446 399 683 594 456 407 781 679

5830 5760 934 781 387 345 611 531 396 352 699 607

1 596 447 682

6200 740 361 51 9 368 594

5680 663 31 1 464 31 7 530

-

-

524 409 600

6110 636 330 457 335 522 5600 569 283 408 288 466

464 378 531

6010 552 303 404 308 462 5500 494 260 360 264 412

AXIAL LOAD 8t BENDING BS 5950-1 : 2000


x - - X 1 Y I





' 762x267~173 P, = $pv = 7590 p g x = 1860 pyZ, = 177

3.0

7590 6200

- - 9.0 I 10.0 I 11.0 J 12.0 14.0

6960 652 374 51 6 380 594

- - __

-

13.0

7050 75 1

-

1860 1860

1670 1860

729 1140

407 583

1860 2140 6450 5190

- 41 5 670 5980 600

- 762x267~147

P, = $p, = 6450 p q x = 1540 p,Z,= 142

5890 52 1

1540 1540

1370 1540

30 1 458

274 405

1520 1780 6070 4810

- 279 467 5520 460

- 1770 1780 6070 551 0

306 529

5600 531

' 762x267~134 P, = A#, = 6070 pJx = 1430 p&= 129

1430 1430

1250 1430

487 81 8

256 403

232 356

1390 1650

7490 - -

236 41 1

6730 - -

260 466

6840 -

' 686x254~170 P, = $pv = 7490 p g x = 1700 pJ, = 179

2940 I 2270 I 1800 I 1450 I 1190 I 1000 I 848 I 729 I 632 936 I 797 I 689 I 604 I 537 I 483 I 438 I 402 I 371 1330 984 1530 6600 2580 803 1180 841 1340 6060 2320 71 3 1060 745 1210

-

- __

-

- __

__

-

1030 71 1 1180 6490 1570 580 907 598 1040 5950 1410

-

-

___

-

-

1 1180 829 1350 6550 1990 677 1040 702 1190 601 0 1780 597 936 618 1070

-

-

' 686x254~152 p, = $pv = 6690 p&= 1510 pJV= 157

' 686x254~140 P, = A#, = 61 40 pyZx = 1380 pyZ,= 141

509 81 5 523 932

-

The section can become slender under axial compression only. Under combined axial compression and bending the section becomes slender when the semi-compact FIP, limit is exceeded. Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb is obtained using an equivalent slenderness = u . v . ~ ~ / r , p ~ ~ . ~ Mbs is obtained using an equivalent slenderness = 0.5 Ur,. Effective length LE = L. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D - 105


~ ~


x - - X i UB SECTIONS SUBJECT

TO AXIAL LOAD (COMPRESSION OR TENSION) AND BENDING

CROSS-SECTION CAPACITY CHECK A

I Y CAPACITIES FOR S355


Axial load Capacity P. (kN)

Moment Capacity Mcx, M, (kNm) and Reduced Moment Capacity M,, M, (kNm) F/P, Limit


0.51 9 0.21 1

for :o Axial Load Ct - F -

0.2

1380 143 1300 143

- -

- - 2580 421 241 0 421 1910 308 1790 308

-

10s of Axial Loa, - lacity F 0.7

554 55.1

- - -

- - 2580 421 974 375 1840 308

-

1 z - 0.8

554 55.1

- -

- - 2580 42 1 654 275 1800 308

-

- 0.3

1290 143

- -

- - 2580 42 1 2200 42 1 1910 308

-

- 1510 253

- - 1430 162 1 240 162

- 1230 142

-

- 0.5

1210 143

- -

- - 2580 42 1 1600 42 1 1860 308

-

- 1470 253

- - 1340 162

- 1160 142

-

- 1 .o $ $

- -

- - 2580 421 0 0

- 0.0

1380 143 1380 143

- -

- - 2580 42 1 2580 421 1910 308 1910 308

-

- 0.1

1380 143 1360 143

- -

- - 2580 42 1 2540 421 1910 308 1880 308

-

- 0.9

$ $

- -

- - 2580 42 1 330 150 1480 223

-

0.4

1240 143

- -

- - 2580 421 1900 421 1870 308

-

0.6

554 55.1

- -

- - 2580 421 1290 42 1 1850 308

-

686x254~125 P, = A,p, = 5490

61 0x305~238 P, = = 10500 n/a

1 .oo

0.899 0.296

610x305~179 P, = $pv = 7870

61 0x305~149 P, = $py = 6560 0.671

0.213

1580 253 1580 253

- - 1430 162

1430 162

- 1270 142 1270 142

-

1580 253 1560 253

- - 1430 162

1410 162

- 1270 142 1250 142

-

1580 253 1480 253

- - 1430 162

1350 162

- 1270 142 1190 142

-

1480 253

- - 1350 162

- 1170 142

-

1440 253

- - 1320 162

- 1130 142

-

864 128

- - 1290 162

- 669 71.3

-

864 128

- - 91 2 98.5

- 669 71.3

-

864 128

- - 91 2 98.5

- 669 71.3

-

61 0x229~140 P, = A,pv = 61 40 0.781

0.305

61 0x229~125 P, = $pv = 5490 0.664

0.257

F = Factored axial load. $ For these values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. The values in this table are conservative for tension as the more onerous compression section classification limits have been used. FOR EXPLANATION OF TABLES SEE NOTE 10.1



3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0

5490 5490 5450 5410 5360 5310 5260 5200 5140 5060 4980

4340 3480 2620 1970 1520 1200 963 792 662 561 482

1050 884 727 596 495 418 359 314 278 250 226

14.0

4890 418 207

900 1200 7060 1220 546

- 7800 5370 1320 1630 1430 1840 6500 4440 1080 1360 1160

7730 7660 4410 3560 1170 1030 1530 1420 1240 1080 1720 1590 6440 6380 3630 2930 940 816 1270 1170 993 852

1520

6080

1420 1310

6030 5970 2770 752 1040 796 1190 5430 2430 649 916 685 1040

2060 1580 629 534 915 794 656 552 1050 908 5380 5330 1810 1380 537 451 806 697 559 466 920 796

BS 5950-1 : 2000


x - - X 1 Y MEMBER BUCKLING CHECK

RESISTANCES AND CAPACITIES FOR S355 - F/P, Limit

- - 0.51 9

- 0.519

0.21 1 ___

- - 1 .oo

Compression Resistance P,,, P, (kN) and Buckling Resistance Moment Mb, Mbs (kNm) Section Designation and


' 686x254~125 P, = $py = 5490 pJ,= 1200 pyz,= 119 1200

1160 1380

10500 9300 2480 2580 7870 6960 1650 1700

-

- - __

- -

1120 956 1290

1050C 8420 2240 2580

~

- -

-

689 429 790

101 00 3980

-

- -

594 368 681

9990 3270

__

- -

340 300 21 0 344

9230 1470 839 1080 691 0 1060 505 688 51 5 773

5750 866 377 565 383 63 1

5330 432 252 291

l-

- - -

- -

-

- -

~

- - -

230 390

9420 1690

61 0x305~238 P, = $py = 10500 pSx = 2270 pyZ, = 351

' 61 0x305~179 P, = $pv = 7870 pJ, = 1700 pq, = 256

1 .oo 1420 2000

1270 1830

0.899 7860 6270

7590 2890 905 1300 942 1460 6320 2370 71 1 1070 736 1200

5900 1240 461 682 475 780

5270 1090 387 598

__

~

-

-

-

- -

-

~

-

-

7500 2370

0.899 1490 1700

804 1180 832 1330 6250 1940 624 974 643 1090

5840 1000

___

- -

-

- -

583

1060 I iiz I I 766 742 558 0.296 1820

1910 6560 5780

- 1620 1910 6550 51 90

- 1200 I 1070 1 961 I 861 6170 6080 5990 5870 * 61 0x305~149

P, = $pv = 6560 pJ, = 1420 pJv= 211

0.671 1610 1360 1160

-GTl~* 0.671 1360 1420

1220 1420 877 I ::: I 703 I 629

568 459 418 0.21 3

- - 0.781

- 0.781

- 0.305

- 0.664

1500 1580

61 40 4750 1070 1250 1180 1430 5490 421 0 945 1110 1040 1270

- - ~

___

- -

~

1330 1580

61 30 3720 905 1150 975 1320 5480 3280

- -

-

-

- -

1160

980 I 878 I 786 I 703

378

" 61 0x229~140 P, = A,p, = 61 40 p J , = 1250 pJ,= 135

* 61 0x229~125 P, = $pv = 5490 pJx= 1110 pyZ,= I18

0.664

0.257 397 682 -

248 432

The section can become slender under axial compression only. Under combined axial compression and bending the section becomes slender when the semi-compact F/P, limit is exceeded. Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb is obtained using an equivalent slenderness = u.~.L$r,.p~~'~ Mbs is obtained using an equivalent slenderness = 0.5 Ur,. Effective length LE = L. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D - 107



X


. CROSS-SECTION CAPACITY CHECK


Moment Capacity M,, M, (kNm) and Reduced Moment Capacity M,, M, (kNm) Section Designation and

Axial load Capacity P. (kNI

FIP, Limit


0.586 0.228

for Ratios of Axial Load to Axial Load C Nacity

0.7

520 54.4

- - -

1 z - 0.8

520 54.4

- -

- 407 41.4

- - 1050 132

- 0.6

520 54.4

- -

- 407 41.4

- - 1070 132

- 0.3

1080 125

- -

- 954 109

- - 1100 132 956 132

- 0.4

1030 125

- -

- 91 7 109

- - 1080 132

- 0.5

1010 125

- -

- 895 109

- - 1080 132

0.0

1130 125 1130 125

- - 0.1

1130 125 1120 125

- -

1020 109 1010 109

- - 1100 132 1090 132

0.2

1130 125 1070 125

- -

- 1020 109 966 109

- - 1100 132 1040 132

610x229~113 P, = $pv = 4970

- 407 41.4

610x229~101 P, = $pv = 4580

1020 109 1020 109

- - 1100 132 1100 132

0.51 3 0.204

- - 1070 132

533x21 0x1 22 P, = A,pv = 5350 0.928

0.359

533x21 0x1 09 P, = $pv = 4800

976 116 846 116

929 116

922 116

91 2 116

894 116

857 116

646 72.8

976 116 976 116

- 90 1 106 901 106

- 838 97.1 838 97.1

976 116 961 116

- 90 1 106 888 106

- 838 97.1 826 97.1

976 116 91 8 116

- 901 106 848 106

- 838 97.1 790 97.1

0.804 0.31 1

81 9 106

795 106

51 8 57.9

51 8 57.9

533x21 0x1 01 P, = $pv = 4450

884 106

- 802 97.1

842 106

- 769 97.1

833 106

- 756 97.1

0.714 0.272

41 0 45.1

533x210~92 P, = $pv = 41 50

740 97.1

41 0 45.1 0.619

0.237


D - 108


FIP, Limit

Compression Resistance P,, P, (kN) and Buckling Resistance Moment Mb, Mbs (kNrn) for

5350 4720 935 964 1050 1100 4800 4220 825 855 922 976

4450 3910 761 791 849 901

4150 3620 702 736 782 838

5350 3940 800 952 879 1090 4800 3500 700 840 766 960

4450 3230 643 776 702 885

4150 2960 588 717 640 816

0.928

0.928

0.359

0.804

0.804

0.311

0.714

0.714

0.272

0.619

0.619

0.237

pcx

PCY Mb

bs

Mb Mbs

P,

PCY Mb

bs

Mb

Mbs

pcx

p, Mb

bs

Mb Mbs

Pcx

p, Mb

bs

Mb bs



xkx Y MEMBER BUCKLING CHECK




’ 61 0x229~113 P, = $pv = 4970 pJx = 992 p,&= 104

V: - 4.0

4960 2910

- - iin the

9.0

471 0 764

- - -

nitina value of FIP, (m) wii

8.0

4770 951

tr

I

334

ying effective lengths 1

5.0 I 6.0 I 7.0 10.0 11.0 12.0 13.0 14.0

4650 4580 4490 4400 4290 4920 4870 4820 2140 1590 1210 561 459 383 808 708 610

690 903

325 521

282 444 288 -

740 1030 4570 2560

- 590 I 477 I 394 923 1 809 1 697 I 1;: 1

;‘JJ

4530 4480 4440 4390 4330 1850 1370 1040 480 387 319 269

434 I 374 I 325 I 284 I 250 4270 I 4200 I 4120 1 4020 I 3910 ’ 61 0x229~101

P, = A& = 4580 pJx = 893 pyz, = 90.9

536 202 323 206 370

491 0 621 272 346 278 395

4400 542 222 299

-

-

- - -

-

- -

324 147 210 149 240

4550 376 208 224

~

-

- -

~

281 134 184 136 21 1

4390 326

-

__

- -

600 800 642 91 7

5320 2970 668 862 71 6 986

4770 261 0 577 759 61 6 866 4420 2400 526

~ 700

__

- -

-

-

- -

-

- I__

277

4810 4690 518 439 247 226 297 257 252 230 340 294

4310 4200 452 382 201 183 257 222 204 186 293 254

4000 3890 414 351 176 160 235 203 179 163

711 617 527 446 378 503 401 328 275 236 814 707 603 511 434

5260 5210 5150 5080 5000 ’ 533x21 0x1 22 P, = $pv = 5350 p g X = 964 p g y = 110

21 50 553 764 583 874

4720 1880 471 671 494 766

4380 1730

~

__

-

-

-

-

193 197

21 2 257

197 226

391 0 284

- 4070 328

533x21 0x1 09 P, = $pv = 4800 p g x = 855 p?, = 96.3

168 194

156 171

227 342

171 221

3770 301 147 177 149

-

-

-

E 138

4080 496

533x21 0x1 01 P, = A,p, = 4450 p g x = 791 p&= 88.3

426 61 8

196 274

561 ~ 798

446 704

200

312 268 1 1:: 12: l7: 3800 3710 3610 3490 3350 440 367 167 150 136 124 114

* 533x21 0x92 P,= A&= 4150 pJx = 736 pSY = 80.9

4080 1540

E 734

378 565 245 210 it3; 158 1 :ll

152 126 116 239 206 180

395 644

The section can become slender under axial compression only. Under combined axial compression and bending the section becomes slender when the semi-compact F/P, limit is exceeded. Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb is obtained using an equivalent slenderness = ~ . v . L ~ / r ~ p > ~ Mbs is obtained using an equivalent slenderness = 0.5 Dry Effective length LE = L. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D - 109


768 101

517 63.7

418 50.9

313 37.8

$ $

$ $

$ $

$ $

$ $

$ $



0s 4-1: 1993


CAPACITIES FOR S355 I

Y


Axial load Capacity P. (kN\

Moment Capacity Mcx, M, (kNm) and Reduced Moment Capacity M,, M, (kNm) F/P, Limit

jemi-Compact Compact

0.564 0.225

for Ratios of Axial Load to Axial Load C acitv FI?, -

0.6

32 1 34.3

- -

- - 770 101

- 0.7

321 34.3

- -

- - 769 101

- 0.8

321 34.3

- -

- - 769 101

- 0.0

731 81.8 731 81.8

- -

- - 770 101 770 101

- 695 90.3 695 90.3

- 650 83.5 650 83.5

- 587 75.0 587 75.0

- 0.1

73 1 81.8 721 81.8

- -

- - 770 101 758 101

- 695 90.3 684 90.3

- 650 83.5 640 83.5

- 0.2

73 1 81.8 690 81.8

- -

- - 770 101 723 101

- 0.3

692 81.8

- -

- - 770 101 664 101

- 695 90.3 599 90.3

- 0.4

663 81.8

- -

- - 770 101

- 0.5

649 81.8

- -

- - 770 101

533x21 0x82 P, = $pv = 3730

457x 1 9 1 x98 P,=$~,=4310 0.998

0.371

~

695 90.3 652 90.3

675 90.3

672 90.3

667 90.3

659 90.3

643 90.3

457x1 91 x89 ?, = $pv = 3930 0.880

0.325

~

650 83.5 61 1 83.5

- 587 75.0 552 75.0

647 83.5

61 7 83.5

612 83.5

605 83.5

592 83.5

41 8 50.9

457x1 91 x82 P, = $py = 3690 0.783

0.294

587 75.0 578 75.0

565 75.0

544 75.0

538 75.0

528 75.0

313 37.8

- 248 29.3

-

313 37.8

- 248 29.3

-

457x1 91 x74 P, = $pv = 3360 0.666

0.244

457x1 91 x67 P, = $pv = 3040

522 65.2 522 65.2

522 65.2 51 5 65.2

522 65.2 492 65.2

-

497 65.2

-

478 65.2

-

471 65.2

-

460 65.2

-

0.601 0.226

F = Factored axial load. $ For these values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. The values in this table are conservative for tension as the more onerous compression section classification limits have been used. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D-110 Licensed copy:tonygee, TONY GEE AND PARTNERS, 04/04/2007, Uncontrolled Copy, © SCI





-2-1 Limit ssion I

v: - 4.0

3700 1870

- -

;ling Rc

iin the

9.0

3460 456 152 240 154 274

3930 530 204 254 208 289 3580 475 172 226 176 257 3350 423

- - -

-

-

- - -

-

-

-

-

-

;istance Moment Mb, Mb, (kNm: Compr

3.0

3730 2590 503 61 7 548 706

431 0 3000 539 652 588 744

3930 271 0 481 588 523 669 3690 2490 442 546 478 62 1

-

-

asistance P,,, P, (kN) and Bui for

ying effective lengths LE (m) W I

5.0 1 6.0 I 7.0 I 8.0



533x21 0x82 P, = $pv = 3730 p,ZX = 639 PyZ, = 68.2

miting value of F/P, 10.0 I 11.0 I 12.0 I 13.0

149

3830 I 3700 3550 3380

14.0

2970 196 89.6 114 90.7 131

31 80 227 131 121 133 138

2880 204 109 108 111 123

2650 181 92.7 96.2 93.9 109

241 0 163 77.5 86.0 78.4 97.5 21 40 141 62.9 73.9 63.6 83.8

3520 569 176 286 1 79

~

~

400 552

0.564 Mbs 639

0.225 676 342 21 3 424

631

4260 21 60 444 583 473 665

3880 1950 39 1 525 41 5 597

3640 1760 353 485 374 551

- -

-

__

-

-

-

- __

~

% 0.998

73 1

431 0 - - 550 467 391 327

4210 4150 4090 4020 457x1 91 x98 P,= A&,= 4310 p,Zx = 675

3730 640 -

183 215 184 158 187 170 156 144 I* p&= 83.8

w 3490 3370 3230 3070 Mbs 770

457x1 91 x89 0.880 Pcx 3930

p, = $pv = 3930 p&= 611 PyZ, = 75.2

% 0.325

1370 1000 759 593 318 264 224 195 455 386 323 269 333 273 231 199 518 439 367 307 3600 3550 3490 3430 1230 897 677 528 283 232 196 169 418 352 293 243 295 240 201 172 476 400 333 276

-~

389 324 274 235 154 140 128 118 191 163 141 123 157 142 130 120 218 186 160 140 3250 3140 3000 2830 346 289 244 209 132 119 109 100 172 146 126 110 134 121 110 101 195 166 143 125

2960 2850 2730 2580 311 259 219 188 112 100 91.3 83.8 154 131 113 98.1 113 102 92.6 84.9 174 148 128 111

2660 2560 2440 2300 271 226 191 163 91.7 82.2 74.5 68.2 132 113 97.0 84.3 93.1 83.3 75.5 69.0 150 128 110 95.6

-~

___-

- ~ - ~

457x1 91 x82 P, = A,p, = 3690 3160 pJx = 572 0.783 535 148

203 I* p,Zv= 69.6 151 231

3350 2250

3310 1580 313 437

___

3040 380

457x1 91 x74 P, = $pv = 3360 p$,= 518 0.666 p& = 62.5 Mbs 518

0.244 533

395 493

126 182

427 I 559

329 496

128 206

2990 1390

2740 331

457x1 91 x67 P, = $py = 3040 p,,Z, = 460 pyz, = 54.3

0.226

346 ~ 436

270 385

104 157

284 437 -

106 178 -

The section can become slender under axial compression only. Under combined axial compression and bending the section becomes slender when the semi-compact F/P, limit is exceeded. Under combined axial compression and bending the capacities are only valid up to the given FIP, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb is obtained using an equivalent slenderness = u.v.~,/r, .~~.~ Mbs is obtained using an equivalent slenderness = 0.5 Ur,. Effective length LE = L. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D - 1 1 1



U6 SECTIONS SUBJECT TO AXIAL LOAD (COMPRESSION OR TENSION) AND BENDING

BS 5950-1 : 2000





0.880 0.353


Axial load Capacity

p, (kN) 457x1 52x82

P, = $py = 3620

for .oad C,

0.6

597 63.3

- - -

- 515 56.3

- 458 50.7

- 195 18.1

- 145 12.9

- - 514 73.3

iacity F

0.7

589 63.3

- - -

- 502 56.3

- 271 25.5

- 195 18.1

- 145 12.9

- - 508 73.3

-

Ratios of 1 - ial Load to Axia - L 0.8

574 63.3

- -

- 345 33.2

- 271 25.5

- 195 18.1

- 0.9

459 44.7

- -

- 345 33.2

- 271 25.5

- $ $

0.0

625 63.3 625 63.3

- - 0.1

625 63.3 61 6 63.3

- - 0.2

625 63.3 589 63.3

- - 0.3

625 63.3 543 63.3

- -

- 561 56.3 489 56.3

- 504 50.7

- 430 44.3

- 360 36.0

- - 533 73.3 458 73.3

-

0.4

607 63.3

- -

- 530 56.3

- 478 50.7

- 41 2 44.3

- 345 36.0

- - 51 9 73.3

0.5

602 63.3

- -

- 523 56.3

- 468 50.7

- 403 44.3

- 145 12.9

- - 51 7 73.3

457x1 52x74 P, = $py = 3260

561 56.3 561 56.3

561 56.3 553 56.3

- 51 6 50.7 509 50.7

- 457 44.3 45 1 44.3

- 389 36.0 384 36.0

- - 533 73.3 525 73.3

561 56.3 529 56.3

- 51 6 50.7 487 50.7

- 457 44.3 431 44.3

- 389 36.0

- - 533 73.3 499 73.3

0.762 0.304

457x1 52x67 P, = $py = 3040

51 6 50.7 51 6 50.7

0.666 0.270

457x1 52x60 P, = $py = 271 0

457 44.3 457 44.3

- 389 36.0 389 36.0

- - 533 73.3 533 73.3

0.549 0.216

145 12.9

- - 498 73.3

-

457x1 52x52 P, = $py = 2360 0.485

0.199

406x1 78x74 P, = A,py = 3350 0.892

0.319




10.0

31 90 225 112 113 114 130

2870 198 92.9 99.6 94.4 115

2660 174 76.2 86.8 77.3 99.8 2360 151 61.8 75.4

-

-

-

62.6 86.5 2050 123

-

46.8 68.9

2840 288 110 131 112 148

-

-

207 2870

167 137 2810 2740

344 113 158 115 182

2550 299 92.8 138 94.6 158

2220 244 70.8 110 72.1

267 213 97.1 85.3 127 104 98.8 86.7 146 120

2500 2440 232 185 79.4 69.5 111 90.6 80.7 70.5 127 104

2170 2120 189 150 60.1 52.2 88.0 71.9 61.0 52.9

BS 5950-1 : 2000


x-ix MEMBER BUCKLING CHECK

RESISTANCES AND CAPACITIES FOR S355 I Y

Compression Resistance Pcx, P, (kN) and Buckling Resistance Moment Mbr Mbs (kNm) for

ying effective lengths LE (m) wi 2.5 I 3.0 I 3.5 I 4.0

3620 I 3620 I 3600 I 3580

Limit Capacities (kN, kNm)

457x1 52x82 0.880

iin the miting

6.0

3480 595 189 255 194 294

31 30 524 160 226 164 260 291 0 460 134 199 138 229 2590 400 112 174 114 199

2260 326 86.0 139

- - -

-

-

- -

-

- ~

-

-

-

-

-

-

due of FIP, Va - 2.0

3620 281 0 470 542 522 625

3260 251 0 41 9 488 464 561 3040 2300 378 447 41 8 51 4 271 0 2030 333 396 366 454

2360 1730 277 332 305 383

3350 2820 432 470 478 533

-

-

- ___

- 1.5

3620 3160 522 542 587 625

3260 2840 467 488 525 561

3040 2620 425 448 477 516

271 0 2330 375 398 420 457

- - ~

__

-

~

-

-

-

___

-

-

-

LE (m) - - pcx

p, Mb

Mbs

Mb

Mbs - pcx

p, Mb

Mbs

Mb

Mbs - pcx

p, Mb

Mbs

Mb

Mbs - pcx

p, Mb

bs

Mb

Mbs - pcx

p, Mb

bs

Mb

bs - - PCX

1 .o 3620 3420 542 542 625 625 3260 3080 488

- -

-

-

- -

5.0 7

3530

1 228 32 1 237 370 3180 ' 732 195 285 201 328 2960 645 166 253 171 291

2630 561 139 222 143 254

2300 458 109 179

831

I__

- 7

__

7

~

-

-

-

-

-

-

P, = $py = 3620 p,Zx = 542 pyZ, = 52.8

- 0.880

~

0.353 204

235 300 459 -

0.762

- 0.762

- 0.304

457x1 52x74 P, = $py = 3260 pyZx = 488 pyZ, = 46.9

2100 1690 1350 1080 &I& 45: 1 426 1 391 1 :3: 402 346 297

490 450 409 3040 3030 3010 3000

488 561 561 3040 2860 448 448 51 6 51 6

271 0 2540 398 398 457 457 2360 221 0 337 337

-

-

-

-

-

-

-

-

-

180 I 145 I 119 138 I 119 I 105

P, = $py = 3040 pyZx = 448 0.666 pyZ, = 42.2

0.270

1900 1510 1200 958 331 286 246 214 418 386 353 319 359 304 259 223 480 444 406 367 2710 2700 2680 2670 1670 1320 1040 835 289 247 211 182 369 341 311 280 312 262 221 189 424 391 357 321 2360 2360 2340 2330 1400 1090 857 683 237 201 170 144 308 283 256 229 256 213 177 150 356 326 296 264

3350 3340 3320 3290

-~

* 457x1 52x60 P,= $py= 2710 pyZx = 398 pyZ,= 36.9

0.549

0.549

0.216

* 457x1 52x52 P, = $py = 2360 pyZx = 337

PyZY = 30

0.485

- 0.485

0.199 -

2360 201 0 31 5 337

~

46.2 59.7

389 389

3350 3230 470 470 533 533

- -

-

-

-

353 389

3350 3050 470 470 525 533

- - ~

-

-

112 207

3250 1040 228 33 1 237 375

- -

__

~

-

87.8 161

31 90 750 188 275 194 31 2

- -

-

~

-

I

P, = $py = 3350 pJx = 470 0.892 pyZ,= 61.1

p, Mb

2520 2160 1800 1490

Mbs

Mb

Mbs - 530 472 440

The section can become slender under axial compression only. Under combined axial compression and bending the section becomes slender when the semi-compact F/P, limit is exceeded. Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb is obtained using an equivalent slenderness = u . v . ~ ~ / r ~ h O . ~ Mbs is obtained using an equivalent slenderness = 0.5 Ur,. Effective length LE = L. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D - 1 1 3 Licensed copy:tonygee, TONY GEE AND PARTNERS, 04/04/2007, Uncontrolled Copy, © SCI


437 65.2

225 28.5

187 23.1

312 40.1

225 28.5

187 23.1

BS 5950-1 : 2000


xtx Y CROSS-SECTION CAPACITY CHECK

CAPACITIES FOR S355


Axial load Capacity

p, (kN) 406x1 78x67

P, = $py = 3040

Moment Capacity Mcx, M, (kNrn) and Reduced Moment Capacity M,, M, (kNm) for

:o Axi, 0.5

452 65.2

- - -

ial Loa 0.4 455 65.2

- - -

-oad C 0.6 446 65.2

- - -

Semi-Compact - ~ 0.789 1 0.284

F 0.0 I 0.1 I 0.2

41 9

os of 0.3 473 65.2

- - -

- 408 57.5

0.9 31 2 40.1

- -

- 395 57.5

390 57.5

383 57.5

225 28.5

406x1 78x60 P, = $py = 2720 0.658

0.231 57.5 57.5 57.5

375 49.0 375 49.0

375 49.0 369 49.0

375 49.0 353 49.0

359 49.0

- - 291 32.2

345 49.0

340 49.0

333 49.0

187 23.1

- - $ $

406x1 78x54 P, = $py = 2450 0.628

0.236

- - 31 5 32.2 31 5 32.2

- - 31 5 - - 31 1

- - 282 32.2

- - 122 - -

122 11.9

406x1 40x46 P, = $p, = 2080 0.496

0.184 32.2 31 1 32.2

32.2 11.9

- 87.3 8.02

I 1 406x140~39 257 24.6 257 24.6

257 24.6 254 24.6

250 24.6

234 24.6

- - 430 66.9 366 66.9 358 55.0

-

-

225 24.6

87.3 8.02

$ $

- - 430 66.9 54.8 24.2 266 38.4

-

-

- - 430

- - 430 - - 430 66.9 266 66.9 347 55.0

-

- - 430 66.9 21 5

66.9 I 66.9 I 66.9 66.9 31 7 66.9 348 55.0

- 430 423

66.9 359 55.0 353 55.0

- 40 1 66.9 359 55.0 335 55.0

- 66.9 - 344 55.0 55.0

359 55.0


D - 114




3.5 3000

4.0 5.0 2980 2940

8.0

2760

9.0 10.0 2670 2570

1610 278 372 295 421 2680 1430 243 331 257 374

2420 1230 207 286 218

1320 917 246 196 346 294 259 203 392 333 2660 2630 1180 814 214 168 309 262 224 174 348 295 2400 2360 1010 696 180 140 265 222 189 144

389 116 164 119 186

2460 345 97.5 146 99.2 165

2210 294 78.8 122 80.2

311 255 102 91.5 137 115 104 92.9 155 130

2390 2290 276 226 85.2 75.8 121 102 86.6 76.9 137 115

2140 2050 235 192 68.5 60.6 101 84.7 69.5 61.4

2980 1610 274 378

2530 1330 207 277 219 313

2960 2910 2850 1320 917 664 244 196 163 353 299 248 2510 2470 2410 1090 752 543 183 146 120 258 217 179 192 151 124 291 245 202

BS 5950-1 : 2000

Y


RESISTANCES AND CAPACITIES FOR S355 I

Y

Section Designation I F/P, I Compression Resistance Pcx, P, (kN) and Buckling Resistance Moment Mb, Mbs (kNm) for

igths LE (m) within the limiting and Limit

Capacities Va ying efl - dive 11 due of YIP, ir 'E

LE (m)l 1.0 I 1.5 1 2.0

pCx I 3040 I 3040 I 3040

3.0 3020 - - 6.0

2890 - - 7.0

2830 - - (kN, kNm)

* 406x1 78x67 0.789

2.5 3040 2260 1930 664 500 P, = $pv = 3040

p q X = 422 pyz, = 54.3

349 31 3 395 336 448

~

160 243 165 275

2580 588

~

-

135 200 138

~

41 8 381 FE 478 478 478

2720 2720 2720 226 2530 443

- 473 2720 2020

2700 1720

* 406x1 78x60 0.658 P, = $pv = 2720 pyzx = 377 pyz, = 47.9

276 353 295 398

2430 1500

~

-

136 216 140 244

2320 502

~

-

114 177 116 200 2270 377

-

-

31 0 373 336 421 2450 1780

I

* 406x1 78x54 0.628 P, = $pv = 2450 p,ZX = 330 0.628 p,Zv = 40.8

406x1 40x46 0.496 P, = $pv = 2080 p q X = 276 0.496 p,Jv = 26.9

0.184

406x1 40x39 0.438 P,=$p,= 1760 p q X = 223 0.438 pyZ, = 20.5

0.174

267 324

236 305

112 182

92.6 149

253 346

2070 925 159 228

- -

-

115 207

1970 273 69.7 110

- - ~

94.5 169

1930 204 57.9 86.1

- - ~

291 367

2080 1190 189 250 276 276 270

315 282 242 Mbs 315 315 308 pcx 1760 1760 1760

167 261 1750 721 121 179

-

~

71 .O 58.8 98.2 1630 156 40.8 63.7

- ___

202 285 1760 942 146 197

w 1580 1520 1440

p, Mb

Mbs

Mb

bs - pcx

p, Mb

bs

PCX pw Mb

Mbs

Mb

Mbs

156 227

3030 - -

127 206

3000 - -

41.4 73.3

2770 500 139 203

- -

~

356x1 71 x67 P, = $pv = 3040 p,ZX = 380 pJv= 55.7

356x1 71 x57 P, = $pv = 2580 pyZx = 31 8 p?, = 45.8

1 .oo 2260 -

I 346 1930 309

~

1 .oo 96.7 L 426 1 2570 1 1890

403 2550 1610

- 0.873 2350

409 0.873 233

296 249 333

~

-

102 146 104 165

__

- 0.298

94.4

* The section can become slender under axial compression only. Under combined axial compression and bending the section becomes slender when the semi-compact F/P, limit is exceeded. Under combined axial compression and bending the capacities are only valid up to the given FIP, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb is obtained using an equivalent slenderness = u.v.~~/r,.pWO.~ Mbs is obtained using an equivalent slenderness = 0.5 Ur,. Effective length LE = L. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D - 115


I AXIAL LOAD & BENDING

BS 4-1 : 1993

0.1

318 48.1 313 48.1

275 40.4

234 24.2 231 24.2

193 19.0 190 19.0

300 54.1 295 54.1 256 46.0 251 46.0

221 39.4 217 39.4


Axial load Capacity P- ikN\ 0.2 0.3

318 310 48.1 48.1 298 - 48.1 -

275 266 40.4 40.4

234 224 24.2 24.2 221 24.2 -

193 180 19.0 19.0 182 - 19.0 -

300 300 54.1 54.1 279 252 54.1 54.1 256 248 46.0 46.0 237 - 46.0 -

221 210 39.4 39.4 206 - 39.4 -

356x1 71 x51 P, = A$, = 2300

0.5

299 48.1

254 40.4

210 24.2

169 19.0

300 54.1 183 54.1 246 46.0

206 39.4

356x1 71 x45 P, = A,$, = 2030

. I

0.6 0.7

295 288 48.1 48.1

250 153 40.4 21.1

206 114 24.2 11.2

77.2 77.2 7.29 7.29

300 300 54.1 54.1 148 111 54.1 47.3 244 240 46.0 46.0

203 126 39.4 20.9

356x1 27x39 P, = A,p, = 1770

Mcx

M, M,

M,

M,

M,

Mcx

M m

Mcx

M,

M,

Mcy

356x1 27x33 P, = A,p, = 1490

300 54.1 300 54.1 256 46.0 256 46.0

221

221 39.4

39.4

305x1 65x54

p, = $py = 2440

305x1 65x46 P, = $py = 2080

305x1 65x40

p, = $py = 1820

F = Factored axial load.



CAPACITIES FOR S355

FIP, Limit


0.754 0.258

0.686 0.00

0.61 9 0.238

0.51 7 0.206

nla 1 .oo

0.834 0.247

0.695 0.205

Moment Capacity M,,, M, (kNm) and Reduced Moment Capacity M,, M, (kNm)

for Ratios of Axial Load to Axial Load CaDacitv F/P, -

0.4

30 1 48.1

- -

- 257 40.4

- - 21 4 24.2

173 19.0

- - 300 54.1 21 8 54.1 247 46.0

-

- 208 39.4

-

- 0.8 - - 198 28.0

- 153 21.1

- - 114 11.2

- 77.2 7.29

- - 300 54.1 74.8 34.6 234 46.0

- 126 20.9

-

- 0.9 - - 198 28.0

153 21.1

- - $ $

- $ $

- - 300 54.1 37.7 18.8 181 30.3

- 126 20.9

-

$ For these values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. The values in this table are conservative for tension as the more onerous compression section classification limits have been used. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D - 116



UB SECTIONS SUBJECT

5.0

2200 657 124 191 128 215 1940 554 101 161 104 181

6.0 7.0

2150 2090 474 357 101 84.3 157 128 103 86.0 176 144 1900 1840 399 300 80.7 67.0 131 106 82.6 68.3 147 120

1870 243 75.2 94.9 1600 205 56.6 71.6 57.5 79.8 1390 175 44.6 61.0 45.2 67.9

1690 199 67.8 79.8 1450 167 50.8 60.1 51.6 67.0 1250 143 39.8 51.2 40.3 57.0

1.00

1.00

0.834

0.834

0.247

0.695

0.695

0.205

pcx

p, Mb Mbs

pcx

p, Mb

bs

Mb

bs

pcx p, Mb

Mbs

Mb

Mbs

BS 5950-1 : 2000

Y

T TO AXIAL COMPRESSION AND BENDING


RESISTANCES AND CAPACITIES FOR S355 I

Y

FIP, Compression Resistance P,,, P, (kN) and Buckling Resistance Moment Mb, Mbs (kNm) Section Designation and


' 356x1 71 x51 P, = $py = 2300 pJx = 283 pJV = 40.1

for (m) wi

4.0

2240 955 157 227

- - -

___

Varvina effective Ic igths 1 3.5

2260 1160 179 245

- - -

-

tin the limiting value of ZIP, 8.0

2020 278 72.5 105

1 .o 2300 221 0 283 283 31 8 31 8 2030 1950 244 244 275 275

1770 1610

-

1.5 2.0 2.5 3.0

2300 2300 2300 2280 2080 1900 1680 279 254 229 283 283 277 309 279 247 318 318 312

2030 2030 2020 1820 1660 1450 239 217 194 244 244 238 265 238 210 275 275 268

1420 203 262 21 7 294 -

, 2010 1210

, 171 i 223 1 182 ~ 252

-

188 276 1990 99 1 149 209 157 235

1730 497

- ~

-

- -

164 256 1980 808 130 193 135 218

1720 392

- -

-

- -

73.8 118 1770 233

' 356x1 71 x45 P, = $py = 2030 pJx = 244 pJy = 33.7

57.2 86.7 58.1 97.8

1530 106

- ' 356x1 27x39

P, = $pv = 1770 pJx = 204 pJy = 20.2

1680 1640 1590 260 I 184 I 137

204 204

88.6 137

75.8 119 'te

1420 1380 1340

42.8 34.1 28.4 68.8 51.8 40.0 43.7 34.7 28.8

2300 2230 2140

136 113 96.9 206 170 139

34.2 41.3 34.7 47.2 1280 83.2 24.3 31.7 24.6 36.4

2020 304

-

-

204 91.8 157

1460 393 67.2 108 69.4 124

2380 1270 190 262

- -

-

- -

-

78.0 136 1450 309 56.8 93.3 58.3 107

2350 1040 169 244

-

~

-

- - -

230 234 1490 1350 167 168 188 193

2440 2350 300 300 2080 2000 229 229 256 256 1820 1750

234 1 11; 11; ,ll: 1490 1490 1490 1470 1170 145 121 99.2 81.1

' 356x1 27x33 P, = A,p, = 1490 pJx= 168 pJ, = 15.9

193 179 161 143

2440 2440 2420 2400 305x1 65x54 P, = $py = 2440 pJx = 268 pJv = 45.1

' 305x1 65x46 P, = A,p, = 2080 pJX = 229 pJ,= 38.3

221 0 294 300

2080 1880 226 229 249 256 1820 1640

-

-

-

-

-

2030 1800 1530 267 240 214 300 296 280 2080 2070 2050 1730 1530 1290 207 187 167 229 226 213 225 201 177 256 252 237 1820 1800 1790 1500 1330 1120 178 160 141 199 195 184 193 171 150 221 217 205

84.7 114

2030 1070 148 200 156

-

I__

i 223

201 0 878 131 186

-

1730 256 64.0 86.3

137 207

65.2 96.2 1500

~ 219 50.7

- -

' 305x1 65x40 P,= $pv= 1820 p q x = 199 pJ, = 32.9

1750 755

1710 1660 1590 YlF! 1 ::: 1 282 86.1 70.1 58.9

89.8 88.6 71.7 60.0

199 199

196 199

124 ~ 172

109 160

21 4 221 -

114 178 -

221 221 149 I 122 I 99.9

The section can become slender under axial compression only. Under combined axial compression and bending the section becomes slender when the semi-compact F/P, limit is exceeded. Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb is obtained using an equivalent slenderness = u . v . ~ ~ / r ~ ~ w O . ~ Mbs is obtained using an equivalent slenderness = 0.5 Ur,. Effective length LE = L. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D-117


BS 5950-1 : 2000 AXIAL LOAD & BENDING


X



and Axial load Capacity I Section Designation I F/P, Limit I Moment Capacity M,,, M, (kNm) and Reduced Moment Capacity M,, M, (kNrn)

L Semi-Compact

p, (kN) 305x1 27x48

Compact F/P,

Mcx 252 31.4 249 31.4 218 26.7 215 26.7 191 23.2 189 23.2

F = Factored axial load.

252 31.4 238 31.4 218 26.7 205 26.7 191 23.2 180

23.2

0.0

252 31.4 252 31.4 21 8 26.7 21 8 26.7

- -

-

0.9

252 31.4 33.5 12.4 218 26.7 28.9 10.7 170 23.2

105 9.54

$ $

$ $

191 23.2 191 23.2

- - 171 16.1 171 16.1

- 143 13.0 143 13.0

I 1.0

252 31.4

0 0

218 26.7 0 0 $ $

$ $

$ $

$ $

121 10.3 121 10.3

- - 201 39.2 20 1 39.2

171 16.1 168 16.1

143 13.0 141 13.0

121 10.3 120 10.3

171 33.2 171 33.2 -

171 16.1 161 16.1

143 13.0 135 13.0

121 10.3 115 10.3

for Ratios of Axial Load to Axial Load CaDacitv F/P,

P, = $py = 1270 I 2 0.648 0.281

201 39.2 197 39.2

201 39.2 186 39.2

- 0.8

252 31.4 66.5 22.5 21 8 26.7 57.4 19.4

- -

-

181 23.2

- - 105 9.54

- 72.4 6.35

56.8 4.71

- - 201 39.2 49.8 24.5 171 33.2 42.4 20.9 -

$ For these values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. The values in this table are conservative for tension as the more onerous compression section classification limits have been used. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D - 118




10.0

1440 88.1 41.8 35.6 1240 74.7 32.1 30.0 1090 64.6 25.1 22.5

-

-

-

25.4 25.8

984 37.5 17.3 13.4 17.5 15.5 820 30.2

-

-

12.4 10.5 12.5 12.2 699 23.9

-

7.0

1880

8.0 9.0

1760 1610 176 59.1 66.6 1630 149 45.9 56.1 1440 129 36.1 42.2 36.7 48.3

1280 75.2 24.9 25.6 25.2 29.6 1090 60.5 18.0 20.2 18.3 23.4 951

136 108 51.9 46.3 53.0 43.0 1530 1390 115 91.7 40.1 35.6 44.6 36.2 1340 1220 99.7 79.3 31.4 27.9 33.5 27.2 31.9 28.3 38.4 31.2

1200 1100 58.0 46.1 21.7 19.3 20.1 16.2 22.0 19.5 23.3 18.8 1020 923 46.7 37.1 15.6 13.8 15.9 12.8 15.8 14.0 18.4 14.8 879 792

BS 5950-1 : 2000

x - - X 1 ;. MEMBER BUCKLING CHECK


Section Designation I F/P, I Compression Resistance P,,, P, (kN) and Buckling Resistance Moment Mb. Mbs (kNm)

I Limit I and Capacities

for ying effective lengths LE (m) wi Va iin the miting

6.0

1970 236 68.8 85.7 1710 200 53.8 72.3 1510 173 42.5 54.5 43.3 62.4

1340 101

- - -

-

-

-

- ~

-

- -

due of F/P,

(kN, kNm) I I LE(m)( 1.0 I 1.5 305x1 27x48 I 1.00 I p, I2170 I 2170

5.0

2040 332 82.5 113

1770 282 65.1 95.5 1570 244 51.7 72.1

- -

~

-

~

- ~

2.0

21 70 1430 188 239 1890 1230 159 205 1670 1070 126 157 136 179

1480 724

2.5 3.0 3.5 4.0

2150 2130 2110 2090 P,= $pv= 2170 pJX=219

1090 824 635 501 160 136 118 103 218 196 173 151 1880 1860 1840 1820 931 702 540 426 133 112 95.1 82.6 187 167 147 128

1660 1640 1630 1610 809 609 468 369 106 89.3 76.1 65.9 143 127 112 96.8 113 93.6 79.0 68.0 163 146 128 111

pJv = 26.1 Mbs 252 252 305x1 27x42 1.00 P, 1900 1900

1- P, = $pv = 1900 pJx= 190 pyz, = 22.2 Mbs 218 218

' 305x1 27x37 0.914 p, 1680 1680 P, = $pv = 1680 pJx = 167 p&= 19.3

0.361 52.9 82.5

1390 144

- - Mbs 191 191 Ir 305x1 02x33 0.763 Pcx 1480 1480 1470 1460 1440 1430

510 371 281 219 76.1 62.5 52.7 45.4 109 92.5 77.2 64.3 79.8 64.9 54.3 46.5 127 107 89.2 74.3 1260 1250 1240 1220 414 300 227 177 59.6 48.2 40.0 34.1 89.2 74.7 61.8 51.2 62.3 49.8 41.1 34.9 103 86.5 71.6 59.3 1110 1100 1090 1070

P, = $pv = 1480 pJx = 148 p&= 13.5

0.321 157 128

94.4 126

35.5 45.5

29.2 33.5

36.2 52.6 1190 116

- 29.7 38.8 1150 81.6

- 101 146 1270 592

Mbs 171 164 ' 305x1 02x28 0.648 PcX 1270 1270

P,=$pv= 1270 p, 1080 846 pJx = 124 0.648 Mt, 116 95.2

pJV = 10.8 Mbs 124 117 0.281 Mb 130 104

75.4 104

26.2 36.1

21.3 26.5

26.7 41.8 1040 91.9 19.7 27.7 20.0

- -

32.4 1780 I 471

21.7 30.7 1000 64.7 15.9 20.2 16.1 23.7

1690 338 72.0 98.8

-

-

-

- - -

80.3 120

1120 480 60.2 84.4 64.0 98.9

1930 1540 171 201 1660 1320

-

-

Mbs 143 136 ' 305x1 02x25 0.610 pcx 1120 1120 ::: I 240 I 180 I 140

37.3 30.7 25.9 Pz=$pv= 1120 pJx= 104 pJv = 8.59

0.287 85.1 Mbs 121 113

254x1 46x43 1.00 Pcx 1950 1950

P, = A,pv = 1950 p, 1850 1720 pJx= 179 1.00 Mb 201 191 pJz, = 32.7 Mbs 201 201

254x1 46x37 1.00 pcx 1680 1680

P, = $py = 1680 Pcy 1590 1470 pJX = 1 54 1.00 Mb 171 162 pJv = 27.7 Mbs 171 171

~ 85.8 ' 124

44.0 44.2

1650 1630 1610 1590 1 :y: I 727 I 587 96.5 84.9

163 152 140 128

1 1530 ' 398 1450 285

909 108

144 171 -

67.8 1 104

56.1 83.1

33.5 , 37.0 -

The section can become slender under axial compression only. Under combined axial compression and bending the section becomes slender when the semi-compact FIP, limit is exceeded. Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb is obtained using an equivalent slenderness = u.~.L~/r, .pW~'~ Mbs is obtained using an equivalent slenderness = 0.5 Ur,. Effective length LE = L. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D-119




X x-A- L CROSS-SECTION CAPACITY CHECK




0.947 0.31 1


Axial load Capacity

254x146~31 p, (kN)

P,= $pv= 1410

for Ratios of Axial Load to Axial Load C acitv FIP, -

0.7

137 26.1

- -

- - 124 14.9

- 0.8

135 26.1

- -

- - 1 23 14.9

- 0.5

138 26.1

- -

- - 124 14.9

- 106 12.4

0.0

140 26.1 140 26.1

- -

- - 125 14.9 125 14.9

0.1

140 26.1 137 26.1

- -

- - 125 14.9 123 14.9

0.2

140 26.1 130 26.1

- -

- - 125 14.9 118 14.9

0.3

140 26.1 119 26.1

- -

- - 125 14.9 109 14.9

0.4

138 26.1

- -

- - 125 14.9

0.6

137 26.1

- -

- - 124 14.9

0.9

131 26.1

- -

- - 122 14.9

254x1 02x28 P, = $pv = 1280 0.977

0.383

254x1 02x25 P,=$pv= 1140

109 12.4 109 12.4

109 12.4 107 12.4

- 91.9 10.0 90.7 10.0

- - 111 24.5 109 24.5 91.6 19.7 90.0 19.7

83.1 13.7 81.6 13.7

-

- -

109 12.4 103 12.4

109 12.4 95.0 12.4

107 12.4

- 90.5 10.0

- - 111 24.5 80.7 24.5 91.6 19.7 66.8 19.7

83.1 13.7 60.9 13.7

-

- -

105 12.4

- 86.4 10.0

- - 111 24.5 54.5 24.5 91.6 19.7 45.1 19.7

83.1 13.7 41.2 13.7

-

- -

-

104 12.4

- 84.8 10.0

- - 111 24.5 41.2 21.2 91.6 19.7 34.0 17.5

83.1 13.7 31.1 12.2

-

- -

102 12.4

95.4 12.4

- 63.1 6.62

- - 111 24.5 13.9 8.40 91.6 19.7 11.5 6.98

83.1 13.7 10.5 4.90

-

- -

$ $

- $ $

- - 111 24.5

0 0

91.6 19.7 0 0

83.1 13.7

0 0

-

- -

0.907 0.379

254x1 02x22 P, = $pv = 994

91.9 10.0 91.9 10.0

- - 111 24.5 111 24.5 91.6 19.7 91.6 19.7

83.1 13.7 83.1 13.7

-

- -

-

91.9 10.0 87.1 10.0

- - 111 24.5 103 24.5 91.6 19.7 85.2 19.7

83.1 13.7 77.4 13.7

-

- -

91.9 10.0 81 .O 10.0

- - 111 24.5 93.3 24.5 91.6 19.7 77.2 19.7

83.1 13.7 70.3 13.7

-

- -

87.3 10.0

- - 111 24.5 67.7 24.5 91.6 19.7 56.0 19.7

83.1 13.7 51.1 13.7

-

- -

81.7 10.0

- - 111 24.5 27.7 15.5 91.6 19.7 22.8 12.8

83.1 13.7 20.9 8.98

-

- -

0.837 0.375

203x1 33x30 P, = $py = 1360 nla

1 .oo

203x1 33x25 Pz=$pv= 1140 nla

1 .oo

203x1 02x23 P, = $pv = 1040 nla

1 .oo




UB SECTIONS SUBJECT

BS 5950-1 : 2000

Y

T TO AXIAL COMPRESSION AND BENDING


RESISTANCES AND CAPACITIES FOR S355 I Y

- cy (kN)

igths 1

3.5

1350 579 70.0 99.9 73.1 112

1230 257 42.2 59.5 43.5 68.2 1090 21 5 33.6 49.4 34.6 56.8 948 174

- - -

____

-

- -

~

~

-

-

-

-

- nd But

for (m) wi

4.0

1330 465 61.2 90.6 63.3 101

1210 20 1 36.6 49.8 37.6 57.1 1070 168 28.9 41.1 29.6 47.3 932 135 22.1 32.5

- - -

-

-

- -

-

-

- -

-

-

-

Limit I LE (m) p 0.947

0.31 1

Mbs

0.977 pcx

pcy 0.977 Mb

Mbs

0.383 Mb

Mbs

0.907 pc,

pcy 0.907 Mb

Mbs

0.379 Mb

Mbs

0.837 p,,

pw 0.837 Mb

Mbs

0.375 Mb

1 .oo


Capacities (kN. kNm)

Compression Resistance P,,, I ling Resistance Moment Mb, M

iin the limitina value of F/P, Varying effective If 1.5 I 2.0 I 2.5 I 3.0

1410 1400 1380 1370

125 125 117 109 130 115 99.2 85.1

- 5.0 6.0 7.0 8.0

1280 1210 1110 988

- 1 .o

1410 1330

9.0 I 10.0

25.4 22.8 30.3 25.3 25.8 23.1 34.0 28.3

778 666 42.4 34.5 16.1 14.5 12.7 10.5 16.3 14.7 14.6 12.0 671 572 35.3 28.7 12.3 11.1 10.4 8.55 12.4 11.2 11.9 9.83 571 485 28.4 23.1 9.04 8.12 8.08 6.65 9.15 8.21 9.34 7.69

617 515 89.5 73.0 24.6 22.3 24.6 20.4

71.8 58.6 17.5 15.7 19.4 16.1

38.9 31.6

10.8 8.93

' 254x146~31 P,=$p,= 1410 pJ, = 125 pJv = 21.8

3l(: 1 225 1 168 1 130

39.3 33.2 28.8 72.7 57.5 45.8 37.0 49.3 40.1 33.8 29.3 81.4 64.4 51.2 41.4

1160 I 1100 I 1010 I 898

125 125 140 140

1280 1110 104 109 117 125

1140 977 89.3 94.4 100 109 994 842 74.3 79.5 83.6 91.9

1360 1270 111 111

1140 1060 91.6 91.6

1040 922 78.9 83.1

-

-

140 140 131 122

1280 1270 1260 1240 ' 254x1 02x28 P, = A,pv = 1280 p q x = 109 p J v = 12.4

132 93.0 69.1 29.0 24.1 20.6 35.5 26.2 20.0 29.6 24.5 20.9 40.7 30.0 23.0 1030 967 883 110 77.5 57.5 22.6 18.6 15.9 29.1 21.4 16.4 23.1 18.9 16.1 33.5 24.7 18.8 894 838 761 88.7 62.5 46.3 17.0 13.9 11.8 22.9 16.8 12.8 17.4 14.1 11.9

53.3 18.1 15.8

902 654 464 339 88.1 72.4 59.4 49.5 106 95.0 83.1 70.8 96.5 77.4 62.3 51.4 122 109 95.2 81.2 1140 1130 1110 1100 778 554 390 284 74.5 60.2 48.5 39.9 90.7 80.8 70.0 59.2 81.6 64.2 50.8 41.3 104 92.9 80.5 68.1 994 984 973 961 654 455 318 230 61.1 48.4 38.3 31.1 75.3 66.5 56.9 47.6 66.9 51.5 40.0 32.1

18.3 18.1 780 44.4

- ' 254x1 02x25

P,=ARPv= 1140 p q x = 94.4 p J , = 10.4

13.8 12.9 14.0 14.8

' 254x1 02x22 P, = $pv = 994 p?, = 79.5 pJ, = 8.34

667 35.7 10.2 10.0

25.9 39.3

22.6 37.6

1240 405 53.7 77.1 1040 326 40.4 62.1

949 183 29.0 41.2

- -

-

- -

- -

~

-

10.3 26.6 45.4

1270 508 60.7

- - ~

85.9 1060

48.7

26.4 19.4 14.8 11.6

1160 1040 894 745 272 194 145 112 43.4 36.4 31.4 27.6 60.6 47.3 37.4 30.0 966 862 733 608 219 156 116 90.1 32.0 26.4 22.5 19.7 48.4 37.6 29.6 23.8

85.2 63.3 48.9 23.3 19.5 16.8 14.7 29.7 22.1 17.0 13.4

87.1 76.9 65.8 55.0

1350 1330 1310 1290 203x1 33x30 P, = $py = 1360 pJ* = 99.4 pqz, = 20.4

203x1 33x25 P,=A,p,= 1140 p J , = 81.7 pyZ,= 16.4

203x1 02x23 P, = $py = 1040 p?, = 73.5 p&= 11.4

523

91.6 I 90.0 I 83.6 I 76.7

66.7 55.2 45.8 38.6 82.0 74.3 65.9 57.1

The section can become slender under axial compression only. Under combined axial compression and bending the section becomes slender when the semi-compact F/P, limit is exceeded. Under combined &a1 compression and bending the capacities are only valid up to the given FIP, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb is obtained using an equivalent slenderness = ~ . v . L ~ / r & . , ~ ' ~ Mbs is obtained using an equivalent slenderness = 0.5 Ur,. Effective length LE = L. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D - 121


BS 5950-1 : 2000

152x89~16 Mcx 43.7 43.7 43.7 43.7 43.7 P, = $py = 721 n/a M, 8.61 8.61 8.61 8.61 8.61

1 .oo M, 43.7 42.9 40.4 36.4 31.5

M, 8.61 8.61 8.61 8.61 8.61

127x76~13 Mcx 29.9 29.9 29.9 29.9 29.9 P, = $6 = 586 n/a M, 6.26 6.26 6.26 6.26 6.26

1 .oo M, 29.9 29.3 27.5 24.5 21.2 M, 6.26 6.26 6.26 6.26 6.26


43.7 43.7 43.7 43.7 43.7 43.7 8.61 8.61 8.61 8.61 8.61 8.61 26.4 21.3 16.1 10.8 5.45 0 8.61 8.61 7.45 5.44 2.96 0

29.9 29.9 29.9 29.9 29.9 29.9 6.26 6.26 6.26 6.26 6.26 6.26 17.8 14.4 10.9 7.31 3.69 0 6.26 6.26 5.25 3.82 2.07 0

BS 4-1 : 1993



CAPACITIES FOR 5355 Y

F = Factored axial load. !$ For these values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. The values in this table are conservative for tension as the more onerous compression section classification limits have been used. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D - 122



2.5

825


3.0 3.5 4.0 5.0 6.0 7.0 8.0 9.0

808 786 758 679 570 460 370 301



178x1 02x1 9 1.00 Pcx P, = $pv = 863 Pcy pJx = 54.3 1.00 Mb pyz, = 9.59 Mbs

152x89~16 1.00 Pcx

P, = $py = 721 p, pJ, = 38.7 1.00 Mb p,.Z,= 7.17 Mbs

127x76~13 1.00 Pcx

P, = $pv = 586 p, pJ, = 26.5 1.00 Mb pJz, = 5.22 Mbs

863 854 840 763 638 480 57.7 48.9 40.5 60.7 60.0 54.4

720 708 694 615 483 340 40.1 33.3 27.4 43.7 41.6 36.9

581 569 554 474 340 225 26.4 21.7 17.9 29.9 27.2 23.3

Y

I Y

esistance Pcx, P, (kN) and Buckling Resistance Moment Mb, Mbs (kNm) for

ying effective lengths LF (m) within the limiting value of F/P,

22.8 19.3 16.8 14.8 31.8 26.7 22.1 18.4 :z: I :y: I 468 I 419

82.9 64.5 15.1 13.0 11.4 10.1 19.3 15.6 12.6 10.3

100 17.0 21.9

492 66.7 12.0 13.0

31 3 42.1

-

8.31 7.10

5.45 4.89 3.07 2.46

10.0

249 26.4 8.71 6.58

156 17.4

- -

-

- -

6.30 3.78

89.6 10.9 4.44 2.02

- - -

- The section can become slender under axial compression only. Under combined axial compression and bending the section becomes

slender when the semi-compact F/P, limit is exceeded. Under combined axial compression and bending the capacities are only valid up to the given FIP, limit. For higher values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb is obtained using an equivalent slenderness = u.v.~~/r,,.&O.~ Mbs is obtained using an equivalent slenderness = 0.5 Ur,. Effective length LE = L. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D - 123



M, Mcx

1810 1810 1810 3890 3890 3890

M, M,

M, Mcx

M, M,

1540 1540 1540 3890 3830 3550 1540 1540 1540 3350 3350 3350 1320 1320 1320 3350 3270 3020

M, M,

1090 1090 1090 2340 2340 2340

M, M,

M, M,,

M,

M,

M, M,

M,

M, M,

M,

M, M,

M,

Mm

Mcx

Mcx

M,,

935 935 935 2340 2290 2110 935 935 935 2010 2010 2010 803 803 803 2010 1950 1800 803 803 803 1620 1620 1620 650 650 650 1620 1580 1450 650 650 650

1370 1370 1370 523 523 523 1370 1340 1230 523 523 523 1190 1190 1190 456 456 456 1190 1160 1070 456 456 456

BS 5950-1 : 2000

UC SECTIONS SUBJECT TO AXIAL LOAD (COMPRESSION OR TENSION) AND BENDING

xzx CROSS-SECTION CAPACITY CHECK



Axial load Capacity P, (kN)

Moment Capacity M,,, M, (kNm) and Reduced Moment Capacity M,, M, (kNm) FIP, Limit

Semi-Compact ComDact

for Ratios of Axial Load to Axial Load C -

0.8 - - -

0.6

4520 1810 2290 1680 3890 1540 1930 1440 3350 1320 1630 1230 2750 1090 1320 1020 2340 935 1120 876 201 0 803 948 754 1620 650 755 61 0

1370 523 640 496 1190 456 555 433

- -

-

-

-

-

-

-

- -

-

-

- 0.7

4520 1810 1760 1360 3890 1540 1470 1170 3350 1320 1240 1000 2750 1090 1010 832 2340 935 849 71 2 201 0 803 71 9 61 3 1620 650 572 496

1370 523 485 403 1190 456 420 352

- -

-

-

-

-

-

-

- -

-

-

- 1 .o

4520 1810

0 0

3890 1540

0 0

3350 1320

0 0

2750 1090

0 0

2340 935 0 0

2010 803 0 0

- -

-

-

-

-

-

- 0.3

4520 1810 3750 1810 3890 1540 3170 1540 3350 1320 2690 1320 2750 1090 221 0 1090 2340 935 1870 935 201 0 803 1600 803 1620 650 1280 650

1370 523 1090 523 1190 456 947 456

- -

-

-

-

-

-

-

- -

-

-

- 0.4

4520 1810 3290 1810 3890 1540 2770 1 540 3350 1320 2350 1320 2750 1090 1920 1090 2340 935 1630 935 2010 803 1390 803 1620 650 1110 650

1370 523 942 523 1190 456 81 9 456

- -

-

-

-

-

-

-

- -

-

-

- 0.5

4520 1810 2800 1810 3890 1540 2360 1540 3350 1320 2000 1320 2750 1090 1630 1090 2340 935 1380 935 201 0 803 1170 803 1620 650 934 650

1370 523 792 523 1190 456 688 456

- -

-

-

-

-

-

-

- -

-

-

- 0.9

4520 1810 61 1 522 3890 1540 51 0 448 3350 1320 428 385 2750 1090 346 320 2340 935 291 274

- -

-

-

-

-

F/P, I 0.0 I 0.1 I 0.2

356x406~634# P, = $p, = 26300

4520 1810 1200 976

3890 1540 1000 836

3350 1320 84 1 71 9 2750 1090 683 598 2340 935 574 51 1

-

-

-

-

nla 1 .oo

356x406~551 # P, = $py = 22800 nla

1 .oo

356x406~467# P, = $py = 19900 nla

1 .oo I 1320 I 1320 I 1320 2750 2750 2750 356x406~393#

P, = A#, = 16800 nla 1 .oo

356x406~340# P, = A,$, = 14500 nla

1 .oo

356x406~287# P, = $py = 12600

201 0 803 485 441

201 0 803 246 236

nla 1 .oo

356x406~235# P, = A#, = 10300

1620 650 385 356

1370 523 326 290 1190 456 282 253

- -

-

-

1620 650 195 191

1370 523 165 156 1190 456 142 136

- -

-

-

1620 650 0 0

1370 523 0 0

1190 456 0 0

- -

-

-

nla 1 .oo

356x368~202# P, = $p, = 8870 nla

1 .oo

356x368~177 # P, = $py = 7800 nla

1 .oo

# Check availability. F = Factored axial load. The values in this table are conservative for tension as the more onerous compression section classification limits have been used. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D - 124



UC SECTIONS SUBJECT TO AXIAL COMPRESSION AND BENDING

BS 4-1 : 1993


Y

FIP, Limit for

Compression Resistance P,, P, (kN) and Buckling Resistance Moment Mb, Mbs (kNm)

x - T x -

T q T T 16400 7720 4100 3470 13900 6610 3390 2930 11700 5510 2770 2440 10200 4730 2180 1970 8680 4030 1780 1670 7740 3540 1430 1400 6230 2850 1080 1120

5280

MEMBER BUCKLING CHECK A i l

15300 6890 4020 3270 13000 5900 3320 2750 10800 4910 2710 2290 9440 4200 2120 1850 7990 3580 1730 1560 7090 3130 1380 1310 5700 2520 1030 1040

4820


I Capacities I Va

(kN, kNm) LE (m) 2.0 3.0 4.0 356x406~634 # 1.00 PcX 26300 26200 25400

p, 25700 23800 21900 Mb 4520 4520 4520 I p,Zx = 3760

P, = A,p, = 26300

pyZ, = 1500 Mbs 4520 4520 4520 356x406~551 # 1.00 Pc, 22800 22700 22000

18900 3890 3890 191 00 16400 3350 3350 16200 141 00 2750 2750 13900 12200

-

2340 2340

1 12200 i 10800 1 2010

p,Zv = 669 Mbs 2010 2010 2010 356x406~235# 1.00 pcx 10300 10200 9960

P, = $6 = 10300 Pq 10100 9470 8820 p,Zx = 1430 1.00 Mb 1620 1620 1620

pyZ, = 542 Mb 1620 1620 1620 356x368~202 # 1.00 Pcx 8870 8760 8550

P, = A,p, = 8870 p, 8590 8040 7430 pJx = 1220 1.00 Mb 1370 1370 1360 p,&= 436 Mbs 1370 1370 1370

356x368~177 # 1.00 pcx 7800 7700 7510

ying eff 5.0

24500 19900 4520 4520 21 200 17200 3890 3890 18400 14900 3350 3350 15700 12900 2750 2750 13500 11100 2330 2340 11 900 9960 1960 201 0 9700 81 00 1550 1620

8320 6760 1280 1370

- -

-

-

7

ctive lengths LE (m) within the I

6.0 I 7.0 I 8.0 I 9.0

20500 19700 18800 17900 15500 13800 12300 10800 3890 3860 3770 3690 3890 3890 3760 3600 17700 17000 16200 15400 13300 11800 10400 9130 3310 3220 3130 3060 3350 3300 3170 3030 15200 14600 14000 13300 11600 10300 9110 7970 2670 2590 2510 2440 2750 2700 2590 2470 13100 12600 12000 11400 9980 8870 7790 6810 2240 2160 2090 2020 2340 2290 2200 2100 11600 11200 10700 10200 9010 8000 7010 6100 1880 1800 1730 1670 2010 1950 1860 1780 9420 9100 8730 8320 7310 6480 5670 4920 1480 1410 1350 1290 1620 1570 1500 1430

miting 10.0

19700 11100 4330 4070 16900 9530 361 0 3440 14500 801 0 2980 2890 12600 6970 2370 2350 10800 5940 1960 1990 9680 5300 1600 1690 7850 4270 1230 1350

6690 3360 971

-

-

- -

958

alue of FIP,

T q T i 7

16000 15000 8410 7440 3530 3460 3270 3100 13600 12600 7040 6220 2910 2840 2740 2590 11800 11OOC 6100 5360 2310 2240 2230 2100 10100 9390 5200 4570 1900 1840 1890 1780 9060 8400 4610 4030 1540 1490 1590 1500 7330 6780 3710 3240 1170 1120 1280 1200

# Check availability. Under combined axial compression and bending the capacities are only valid up to the given FIP, limit. For higher values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb is obtained using an equivalent slenderness = u . v . L ~ / ~ ~ ~ O . ’

Mbs is obtained using an equivalent slenderness = 0.5 Ur,. Effective length LE = L. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D - 125


BS 5950-1 : 2000 AXIAL LOAD 81 BENDING




I Section Designation I FIP, Limit I Moment Capacity Mcx, M, (kNm) and Reduced Moment Capacity M,, M, (kNm) and

Axial load Capacity P. lkNl

for I to Axia R itios of xial Loa iacity FIP, Load C

0.6

1020 392

82 1 328

1710 61 5 827 580 1470 528 704 50 1 1190 429 563 407 925 335 436 320 792 286 371 275 676 244 31 5 235 548 204


1 .oo 0.00

- 0.7

1020 392

- - -

0.8

1020 392

- - 0.9

1020 392

- - 1 .o 1020 392

- - 0.0

1020 392

- 0.1

1020 392

0.2

1020 392

0.3

1020 392

0.4

1020 392

0.5

1020 392

821 328

1710 61 5 1020 61 5 1470 528 867 528 1190 429 695 429 925 335 539 335 792 286 460 286 676 244 391 244 548 204

356x368~153 #

P, = $pv = 6730

356x368~129 # P, = $p,, = 5660

821 328

- - 1710 61 5 63 1 472

821 328

- - 1710 61 5 427 339

821 328

- - 1710 61 5 21 7 182

821 328

- - 1710 61 5 0 0

821 328

- 1710 61 5 1710 61 5 1470 528 1470 528 1190 429 1190 429 925 335 925 335 792 286 792 286 676 244 676 244 548 204

-

-

-

-

-

82 1 328

1710 61 5 1670 61 5 1470 528 1430 528 1190 429 1160 429 925 335 903 335 792 286 774 286 676 244 659 244 548 204

821 328

1710 61 5 1550 61 5 1470 528 1320 528 1190 429 1070 429 925 335 836 335 792 286 71 7 286 676 244 61 1 244 548 204

821 328

1710 61 5 1380 61 5 1470 528 1180 528 1190 429 949 429 925 335 739 335 792 286 632 286 676 244 539 244 548 204

-

-

821 328

1710 61 5 1200 61 5 1470 528 1030 528 1190 429 824 429 925 335 640 335 792 286 547 286 676 244 466 244 548 204

1 .oo 0.00

305x305~283 P,=$pv= 12100 n/a

1 .oo

305x305~240 P, = $pv = 10600

1470 528 535 408 1190 429 428 332 925 335 330 261 792 286 281 224 676 244 238 192 548 204

-

-

-

-

-

1470 528 362 293 1190 429 289 239 925 335 222 188 792 286 189 162 676 244 160 138 548 204

-

-

-

-

-

1470 528 184 157 1190 429 146 128 925 335 112 101 792 286 95.4 86.8 676 244 80.7 74.4 548 204

-

-

-

-

-

-

1470 528 0 0

1190 429 0 0

925 335 0 0

792 286 0 0

676 244 0 0

548 204

-

-

-

-

-

-

n/a 1 .oo

305x305~198 P, = $py = 8690 n/a

1 .oo

305x305~158 P, = $pv = 6930 n/a

1 .oo

305x305~137 P, = $pv = 6000 n/a

1 .oo

305x305~118 P, = A,pv = 51 80 n/a

1 .oo

305x305~97 P, = $pv = 4370 1 .oo

0.00

# Check availability. F = Factored axial load. - Not applicable for semi-compact and slender sections. The values in this table are conservative for tension as the more onerous compression section classification limits have been used. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D - 126



UC SECTIONS SUBJECT TO AXIAL COMPRESSION AND BENDING Y

x - - Tx MEMBER BUCKLING CHECK ?

Y RESISTANCES AND CAPACITIES FOR S355

Compression Resistar IC

ff

:e P,,, I n Section Designation and


356x368~153 #

P, = $py = 6730 p,Z, = 926 p,Z, = 327

356x368~129 #

P, = $h, = 5660 p,Zx = 781 pyZ, = 274

305x305~283 P,= $py= 1210c p,Zx = 1450 p,Zy = 51 2

305x305~240 P,=A&= 1060C p,Zx = 1260 PJ, = 440

305x305~198 P, = A,p, = 8690 p,Zx = 1030 p,Zv = 358

305x305~158 P, = $pv = 6930 p,Z,= 817 p&= 279

305x305~137 P, = A& = 6000 p,Zx = 707 p& = 239

305x305~118 P, = $p, = 51 80 pJx = 607 p&= 203

305x305~97 P, = $py = 4370 p,Zx=513 p,Zv = 170

ind Buckling Resistance Mome

(m) within the limiting value of for I Limit

Varvina ef igths 1

1 5880 3950

70 I

?ctive It pr

3790

773

10500

1570 1640 9400 6200 1310 1390 7700 5040 1030 1120 6110 3950 767 867

-

-

7Pz I "

2.0 I 3.0 I 4.0 I 5.0 8.0

5630 3400 ~*

1 .oo

764 877 4930 3300 627 738

1 OOO( 5820 1510 1540 8990 521 0 1250 1310 7350 4220 974 1050 5820 3290 71 9 81 4

- __

- -

__

- ~

-

-

-

~

71 7 834

471 0 2840 583

w 5660 5580 5440 5290 5470 5110 4710 4270 +I& 781 I 781 I 781 I 781 701 663 623 582

9460 8840 8190 7520 -

1 .oo p,

Mb

Mbs - pc,

p, Mb

bs - pc,

p, Mb

bs - p c x

p, Mb

Mbs - pcx

p,, Mb

1 .oo

1 .oo 4360 3660 3100 2650

-%Kt7E+K&G 1 .oo

1 .oo 1840 1600 1400 * 21 30

798 767

4230 1650 564 587

3600 1410 452 499

3080 1200 359 422

-

-

1 .oo w 3810 3410 3060 1 .oo 1420 1230 1080 533 506 480 533 484 438 3230 2900 2590 1210 1050 922 425 401 379 452 410 371 2760 2470 2210 1030 895 784 336 315 297 382 346 313 2250 2000 1790 835 724 634 242 226 212 283 255 230

- ~ _ _

- ~ -

1 .oo 634 644

5270 3380

5010 2820

1 .oo

1 .oo 639 740

594 695

4530 2890

4300 2400

530 629

488 590

1 .oo Mbs

1.00 Pc, 3800 2390

3600 1970 365 399

474 444 - # Check availability. Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb is obtained using an equivalent slenderness = u.v.~,/r,,.&O.~ Mbs is obtained using an equivalent slenderness = 0.5 Ur,. Effective length LE = L. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D - 127



836 308 494 308 645 238 377 238 512 190 297 190 422 157 243 157 350 131

I BS 5950-1 : 2000

BS 4-1 : 1993

836 308 401 291 645 238 305 226 512 190 240 181 422 157 196 149 350 131

836 308 105 91.3 645 238 79.1 70.9 512 190 62.0 56.8 422 157 50.3 46.8 350 131

836 308 0 0

645 238 0 0

512 190 0 0

422 157 0 0

350 131

Mcx

M,

Mcx M, M,

M,

M,

M,

276 276 276 102 102 102

102 102 102 276 269 247

233 233 233 85.6 85.6 85.6 233 227 211 85.6 85.6 85.6

Y UC SECTIONS SUBJECT

TO AXIAL LOAD (COMPRESSION OR TENSION) AND BENDING , ! ,

x - - CROSS-SECTION CAPACITY CHECK

CAPACITIES FOR S355 44 Y

FIP, Limit


nla 1 .oo

Moment Capacity M,, M, (kNm) and Reduced Moment Capacity M,, M, (kNm) Section Designation

Axial load Capacity for

Ratios of Axial Load to Axial Load C acitv FIP, - 0.7

836 308 305 237 645 238 232 184 51 2 190 182 147 422 157 148 121 350 131

- -

-

-

-

-

- - 337 124 122 96.1

- 0.3

836 308 671 308 645 238 51 5 238 51 2 190 408 190 422 157 334 157 350 131

- -

-

-

-

-

- - 337 124 271 124

- 0.4

836 308 584 308 645 238 447 238 51 2 190 353 190 422 157 289 157 350 131

- -

-

-

-

-

- - 337 124 235 124

FIP, I 0.0 I 0.1 I 0.2

836 308 207 170 645 238 156 132 51 2 190 123 106 422 157 99.8 87.2 350 131

-

-

-

-

- - 337 124 82.3 69.2

P, = $py = 7350

nla 1 .oo

P, = A#, = 5800

:: I 238 I 238 I 238 512 512 512

190 500 190 422 157 41 2 157 350 131

-

-

190 462 190 422 157 380 157 350 131

-

-

nla 1 .oo

P, = $pv = 4690

254x254~89

p, = $pv = 3900 nla 1 .oo

1 .oo 0.00

254x254~73 P,= $pv= 3310

203x203~86

p, = $py = 3800 nla 1 .oo

276 102 21 9 102 233 85.6 187 85.6

-

-

276 102 190 102 233 85.6 161 85.6

-

-

276 102 97.9 78.2 233 85.6 83.0 67.3

-

-

276 102 65.9 56.2 233 85.6 55.8 48.5

-

-

203x203~71 p,= A#,= 3120 nla

1 .oo 33.3 30.1

233

28.2 26.1

96.1 233 233 85.6 85.6

85.6 82.4

203x203~60 P,= $pv= 2710 nla

1 .oo

F = Factored axial load. - Not applicable for semi-compact and slender sections. The values in this table are conservative for tension as the more onerous compression section classification limits have been used. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D - 128




CaDacities


F/P, Limit for

Compression Resistance Pcx, P, (kN) and Buckling Resistance Moment Mb, Mbs (kNm)

Vawina effective lenaths LE (m) within the limitina value of F/P.



Y xTx Y

(kN, kNm)

254x254~167 P, = $pv = 7350 p,Zx= 716 PyZ, = 257

254x254~132 P, = $py = 5800 pyZx = 563 p q v = 199

254x254~107 P, = $pv = 4690 pJx = 453 pJv = 158

254x254~89 P, = $p, = 3900 pJx = 378 pyZy = 131

254x254~73 P, = A,p, = 331 0 p q x = 319 p&= 109

203x203~86 P, = $py = 3800 pJx = 293 pJv= 103

203x203~71 P, = $pv = 31 20 pyZx = 244 p,Zv = 84.9

203x203~60 P, = A,p, = 271 0 pJx = 207 pyZv = 71.4

I 1.0 - 7

7350 7350 836 836

5800 5800 645 645

4690 4690 51 2 512

3900 3900 422 422 331 0 3300 31 9 31 9

3800 3720 337 337

~

- -

- ___

- ___

- ___

- -

___

31 20 3060 276 276 271 0 2650

-

233 233 -

1.5 I 2.0 I 2.5 I 3.0

2910 2270 254 276 251 0 1940 209

-

233 I 233 I 233 I 233

- -~ ,

3.5 4.0 5.0

6950 6820 6520 5640 5210 4330 815 792 751 836 836 793 5460 5350 5110 4410 4060 3350 615 595 558 645 645 608

4410 4310 4100 3540 3250 2670 479 460 426 512 512 480 3660 3580 3400 2930 2690 2210 389 372 340 w 3090 3020 2870

6160 5730 3510 2840 714 679 738 680

4810 4450 2710 2180 524 493 565 519

3850 3550 2150 1730 395 367 445 408 3190 2930 1770 1420 311 285 366 335

2680 2450 1460 1170 231 210

174

8.0 9.0 10.0

5240 4700 4170 2320 1910 1600 647 617 589 620 560 502

4050 3610 3190 1780 1460 1220 464 438 414 471 424 379

3200 2840 2490 1400 1150 963 341 318 298

Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb is obtained using an equivalent slenderness = U . V . L ~ / ~ ~ ~ ~ . ~ Mbs is obtained using an equivalent slenderness = 0.5 Ur,. Effective length LE = L. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D - 129


BS 5950-1 : 2000

Axial load Capacity

p, (kN) 203x203~52

P, = $py = 2350

203x203~46 P, = $p/ = 2080


Semi-Compact Compact FIP, 0.0

Mcx 201 nla M, 74.1 1 .oo M, 201

Mty 74.1 Mcx 174

1 .oo Mcy 64.8 0.00 M,


x - ‘T; -



110 39.0 13.4 12.1 88.0 31.2 10.6 9.70 60.5 22.2

1 Section Designation I FIP, Limit I Moment Capacity M,,, M, (kNm) and Reduced Moment Capacity M,, M, (kNm)

110 39.0

0 0

88.0 31.2

0 0

60.5 22.2

I and I

110 39.0 64.4

l 39.0 I 88.0

31.2 51.4 31.2 60.5 22.2

110 39.0 52.1 37.9 88.0 31.2 41.5 30.5 60.5 22.2

Mcx

M, M,

M,

M,

M, Mcx

M, M,

M,

Mcx

M,

I

110 39.0 110 39.0 88.0 31.2 88.0 31.2 60.5 22.2

-

152x1 52x37 P, = $py = 1670

152x1 52x30 Pz=$py= 1360

152x1 52x23 P, = $py = 1040

F = Factored axial load. - Not applicable for semi-compact and slender sections.

nla 1 .oo

nla 1 .oo

1 .oo 0.00

- 0.1

201 74.1 196 74.1 174 64.8

- -

-

- - 110 39.0 107 39.0 88.0 31.2 86.0 31.2 60.5 22.2

-

-

-

Ratios of I

TTpF al Loa

0.4

201 74.1 139 74.1 1 74 64.8

- - -

-

- - 110 39.0 76.6 39.0 88.0 31.2 61.2 31.2 60.5 22.2

-

-

-

Dacity FIP, 0.7 I 0.8

201 74.1 71.1 58.1 1 74 64.8

-

- 110 39.0 39.4 31 .O 88.0 31.2 31.4 25.0 60.5 22.2

-

201 74.1 47.8 41.8 174 64.8

-

- - 110 39.0 26.5 22.4 88.0 31.2 21.1

-

18.0 60.5 - 22.2

The values in this table are conservative for tension as the more onerous compression section classification limits have been used. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D - 130


I BS 5950-1 : 2000

BS 4-1 : 1993



FIP, Limit for

Compression Resistance P,,, P, (kN) and Buckling Resistance Moment Mb, Mb, (kNm)




Y I

x - - ;‘[Ex

Y

Capacities (kN. kNm\

203x203~52 P, = $py = 2350 p$,= 181 pgZ, = 61.8

203x203~46 P, = $py = 2080 p,Zx = 160 p&= 54

152x1 52x37 P, = $py = 1670 p,Zx = 96.9 p,.Zz, = 32.5

152x1 52x30 P,=$py=1360 p,ZX = 78.8 p,ZY = 26

152x1 52x23 P, = $py = 1040 p$, = 58.2 pJZ, = 18.7

1 .o 2350 2300 201 201 2080 2030 160 160

1670 1570

- - -

- ~

- -

110 110 1360 1270

-

88.0 88.0 1040 965 58.2 58.2

- __

Varvina effective I(

1910 1780 1630 1470 * 160 160 160 160

1630 ’ 1580 1530 1460 1430 1270 1100 920 110 102 95.3 88.8 110 110 108 102 1320 1280 1240 1190 1160 1030 884 739 87.3 80.7 74.4 68.4 88.0 88.0 86.2 81.3

ngths 1

1300 135 154

1390 761 82.7 95.2 1120 61 1 62.8 76.0 844 444

- -

-

-

-

-

40.3 49.4 -

(m) within the limiting value of F/P,

4.0 I 5.0 I 6.0 I 7.0 I 8.0

187 1 169 1 150 1 130 1 112 1810 1650 1460 1250 1050 1140 856 648 503 399 127 112 98.9 88.2 79.4 148 133 118 102 88.1

1300 1100 886 708 570 630 192 1 442 1 1 ::: 1 77.2 67.6 59.8 53.5 48.4 88.4 74.2 60.9 49.7 40.8 1050 880 453 504 I 353 I 258 1 196 I 154 57.8 49.4 43.0 37.9 33.9 70.4 I 59.0 I 48.3 I 39.3 I 32.2 785 I 648 I 516 I 408 I 327 365 1 254 185 140 110 36.6 30.6 26.1 22.8 20.2 45.5 37.7 30.6 24.7 20.2

Tq7G

465 386 155 127 44.1 40.5 33.8 28.4 370 306 123 101 30.7 28.0 26.7 22.4 266 220 88.2 72.4 18.1 16.4 16.7 14.0

-~

Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb is obtained using an equivalent slenderness = u.v.LE/rYp$’ Mbs is obtained using an equivalent slenderness = 0.5 Ur,. Effective length LE = L. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D - 131


BS 5950-1 : 2000

Compact


FIP,

Mcx

BS 4-1 : 1993

JOISTS SUBJECT

254x1 14x37 * P, = A,$, = 1680

203x1 52x52 # P, = A,p, = 2300

152x1 27x37 # P, = $py = 1690

127xl14x29# P, = $py = 1330

V

M,

Mcx nla M, 1 .oo M,

M,

Mcx nla M, 1 .oo M,

M,

MCX nla M, 1 .oo M,

M,

Mcx nla M,

1 .oo M,

T TO AXIAL LOAD (COMPRESSION OR TENSION) AND BENDING

127x1 14x27 #


CAPACITIES FOR S355

M, MCX

'X' Y

Pz=$pv= 1210

127x76~16 * P, = $py = 749

114x1 14x27 * P,=$py=1220

I Section Designation I FIP, Limit I Moment Capacity Mcx, M, (kNm) and Reduced Moment Capacity M,, M, (kNm)

nla M, 1 .oo M,

M,

Mcx nla M,

1 .oo M, M,

Mcx nla M,

1 .oo Mrx

and Axial load Capacity

p, (kN) 254x203~82#

P, = $py = 3620

Semi-Compact L 1-00 nla I 2

102x1 02x23 # P, = $py = 1040

1 .oo

M, Mcx

0.0

372 92.7 372 92.7

163 20.1 163 20.1

187 44.3 187 44.3

99.0 25.4 99.0 25.4

64.3 18.0 64.3 18.0 61.1 17.6 61.1 17.6

36.9 6.82 36.9 6.82

53.6 16.7 53.6 16.7

40.1 12.9 40.1 12.9

- -

- -

- -

- -

- -

-

- -

- -

- -

-

0.1

372 92.7 362 92.7

163 20.1 160 20.1

187 44.3 182 44.3

99.0 25.4 97.1 25.4

64.3 18.0 63.0 18.0 61.1 17.6 59.7 17.6

36.9 6.82 36.2 6.82

53.6 16.7 52.5 16.7

40.1 12.9 39.3 12.9

- -

- -

- -

- -

- -

-

- -

- -

- -

-

for Ratios of Axial Load to Axial Load Ci -

0.2

372 92.7 338 92.7

163 20.1 152 20.1

187 44.3 169 44.3

99.0 25.4 91.3 25.4

64.3 18.0 59.4 18.0 61.1 17.6 55.4 17.6

36.9 6.82 34.1 6.82

53.6 16.7 49.2 16.7

40.1 12.9 36.9 12.9

- -

- -

- -

- -

- -

-

- -

- -

- -

-

0.3

372 92.7 299 92.7

163 20.1 139 20.1

187 44.3 151 44.3

99.0 25.4 82.2 25.4

64.3 18.0 53.7 18.0 61.1 17.6 49.5 17.6

36.9 6.82 30.8 6.82

53.6 16.7 44.5 16.7

40.1 12.9 33.3 12.9

- -

- -

- -

- -

- -

-

- -

- -

- -

-

0.4

372 92.7 259 92.7

163 20.1 122 20.1

187 44.3 131 44.3

99.0 25.4 71.4 25.4

64.3 18.0 46.7 18.0 61.1 17.6 43.0 17.6

36.9 6.82 26.7 6.82

53.6 16.7 38.7 16.7

40.1 12.9 29.0 12.9

- -

- -

- -

- -

- -

-

- -

- -

- -

0.5

372 92.7 21 8 92.7

163 20.1 102 20.1

187 44.3 110 44.3

99.0 25.4 60.3 25.4

64.3 18.0 39.4 18.0 61.1 17.6 36.3 17.6

36.9 6.82 22.5 6.82

53.6 16.7 32.7 16.7

40.1 12.9 24.5 12.9

- -

- -

- -

- -

- -

-

- -

- -

- -

0.6

372 92.7 177 92.7

163 20.1 82.5 20.1

187 44.3 89.4 44.3

99.0 25.4 48.9 25.4

64.3 18.0 32.0 18.0

- -

- -

- -

- -

- -

61.1 17.6 29.4 17.6

36.9 6.82 18.2 6.82

53.6 16.7 26.5 16.7

40.1 12.9 19.9 12.9

- -

- -

- -

acity F 0.7

372 92.7 134 77.4

163 20.1 62.4 19.0

187 44.3 67.8 36.6

99.0 25.4 37.1 22.0

64.3 18.0 24.3 15.6

- - -

- -

- -

- -

- -

61.1 17.6 22.3 14.5

36.9 6.82 13.8 5.84

53.6 16.7 20.2 14.4

40.1 12.9 15.2 10.9

- -

- -

- -

1 2 - 0.8

372 92.7 90.1 55.7

163 20.1 42.0 14.0

187 44.3 45.7 26.4

99.0 25.4 25.1 16.0

64.3 18.0 16.4 11.3

- -

- -

- -

- -

- -

61.1 17.6 15.1 10.5

36.9 6.82 9.31 4.25

53.6 16.7 13.6 10.5

40.1 12.9 10.3 7.91

- -

- -

- -

- 0.9

372 92.7 45.5 29.9

163 20.1 21.2 7.67

187 44.3 23.1 14.2

99.0 25.4 12.7 8.66

64.3 18.0 8.32 6.1 3 61.1 17.6 7.62 5.64

36.9 6.82 4.70 2.30

53.6 16.7 6.91 5.66

40.1 12.9 5.21 4.28

- -

- -

- -

- -

- -

-

- -

- -

- -

- * Not available from some leading producers. Check availability. # Check availability. F = Factored axial load. The values in this table are conservative for tension as the more onerous compression section classification limits have been used. FOR EXPLANATION OF TABLES SEE NOTE 10.1

- 1 .o 372 92.7

0 0

163 20.1

0 0

187 44.3

0 0

99.0 25.4

0 0

64.3 18.0

0 0

61.1 17.6

0 0

36.9 6.82

0 0

53.6 16.7

0 0

40.1 12.9 0 0

- -

- -

- -

- -

- -

-

- -

- -

- -

-

D - 132


BS 4-1 : 1993

295

1520


255 218 184 156 133

1440 1320 1160 1010 859

JOISTS SUBJECT

991 257 58.6

TO AXIAL COMPRESSION AND BENDING

774 1 ::i I ::; I 392 I 323 184 85.9 70.2 52.2 47.0 42.7 39.0 35.9

~-

Y

46.2

603



35.2 27.4 21.9 17.8 14.7

450 344 271 218 179

Jc Y

25.7 574

Section Designation I F/P, I Compression Resistance Pcx, P, (kN) and Buckling Resistance Moment Mbr Mbs (kNm)

19.3 14.9 11.8 9.57 7.90

431 330 260 209 172

and Capacities (kN, kNm)

254x203~82 # P, = $pv = 3620 p,ZX = 327 D 3 , = 77.3

21.6

325

254x1 14x37 * P, = $py = 1680 p,Zx = 142 0.2..= 16.7

16.2 12.5 9.92 8.04 6.64

236 178 138 111 90.6

203x1 52x52 # P, = $py = 2300 p,Zx = 163 p?, = 36.9

152x1 27x37 # P, = $pv = 1690 p,Zx = 84.8 D 3 , = 21.2

127x1 14x29 # P, = A& = 1330 p,Zx = 54.7 pJ,= 15

127x1 14x27 # P,=&py= 1210 p,Zx = 52.9 p?,= 14.7

127x76~16 * P, = $pv = 749

PSX = 32 D J , = 5.68

1 14x1 14x27 * P, = $pv = 1220 pTx = 45.8 D 3 , = 13.9

102x1 02x23 # P, = A,p, = 1040 p,Zx = 33.9 pJv = 10.8

Limit

1.00 pcx

p, 1-00 Mb

1 .oo

Mbs

Varying effective I E 1.0 1 1.5 I 2.0 1 2.5 I 3.0

3620 3620 3600 3560 3520 3540 3380 3200 2960 2670

372 372 372 367

1680 I 1680 1 1660 I 1650 I 1630

163 161 146 130 113

2300 2290 2260 2220 2190

1680 1630 1570 1510 1430

99.0 94.0 87.3 81.3 99.0 99.0 94.6 86.8 78.3

1310 1250 1200 1120 1030 1130 I 932 1 718 I 538 I 407 64.3 60.3 56.0 52.1 48.7 64.3 64.3 59.2 53.3 47.0 1200 1150 1100 1040 958

15;

873 682 1 516 1 393 61.1 57.0 52.7 48.8 45.3

61.1 57.0 51.6 45.9

743 726 706 679 641 581 32.8 36.9

1190 1040 53.6 53.6

1000

393 122 i:: 171 28.0 21.0 18.5 32.4 27.1 21.8 17.3

51.2 47.9 45.1 42.4 53.6 49.4 44.6 39.4

948 877 785 676 855 I 675 1 496 I 361 I 269 40.1 37.8 35.4 33.3 31.3

-~

40.1 I 39.3 I 35.4 I 31.2 I 26.8

igths L 3.5

3480 2340 309 350

1610 385 72.9 96.8

2150 1030 139 154

1340 477 70.9 69.5

925 31 5 45.5 40.8 865 305 42.2 40.2

588 91.4 16.5 13.8

774 292 40.0 34.2

565 206 29.4 22.7

- - -

-

- - -

- -

-

- -

-

- -

-

- ___

- -

~

- - -

- - ~

-

for (m) wit

4.0

3430 2010 294 332

1580 302 64.7 82.1

2090 830 130 141

1230 381 66.4 61 .O 81 1 250 42.6 35.0 764 243 39.4 34.7

521 70.9 14.9 11.2

659 232 37.7 29.4

468 163 27.7 19.1

-

in the limiting value of F/P, 5.0 I 6.0 I 7.0 I 8.0 I 9.0 I 10.0

3310 3140 2910 2620 2290 1980

24-%4* 199 I 140 I 104 I 80.6 I 64.1 I 52.2 52.8 44.6 38.7 34.3 30.7 27.9 59.5 I 44.3 I 34.0 I 26.9 I 21.7 I 17.9

167 I 119 I 89.3 I 69.3 I 55.4 I i4:: 37.6 33.5 30.2 27.4 25.1

46.2 32.4 24.0 10.7 9.36

7.65 5.54 4.18

83.0 33.7 30.3 27.5

67.8 24.9 11.9

167 18.5 8.33 3.27

207 64.5

-

25.1

77.0 57.5 44.6 35.6 %GiFl* 13.7 I 10.1 I 7.77 I 6.13 1 4.95 I 4.08

* Not available from some leading producers. Check availability. # Check availability. Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb is obtained using an equivalent slenderness = u.v.~~/r,.p$~~ Mbs is obtained using an equivalent slenderness = 0.5 Ur,. Effective length LE = L. FOR EXPLANATION OF TABLES SEE NOTE 10.1


BS 4-1: 1993


Axial load Capacity

p, (kN)

P, = $py = 337 102x44~7 #

89x89~19 #

P, = $py = 884

76x76~15 P, = $py = 678

76x76~13 #

P, = $py = 575


FIP, Limit

Semi-Compact

Moment Capacity M,, M, (kNm) and Reduced Moment Capacity M,, M, (kNm) for

Ratios of Axial Load to Axial Load Capacity FIP, Compact FIP, 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0

nla M, 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1 .oo M, 12.6 12.4 11.8 10.9 9.63 8.12 6.56 4.98 3.35 1.70 0

M, 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.44 1.08 0.596 0

Mcx 12.6 12.6 12.6 12.6 12.6 12.6 12.6 12.6 12.6 12.6 12.6

Mcx 29.4 29.4 29.4 29.4 29.4 29.4 29.4 29.4 29.4 29.4 29.4 nla M, 9.71 9.71 9.71 9.71 9.71 9.71 9.71 9.71 9.71 9.71 9.71 1 .oo M, 29.4 28.8 27.0 24.5 21.3 18.1 14.7 11.2 7.61 3.87 0

M, 9.71 9.71 9.71 9.71 9.71 9.71 9.71 8.08 5.87 3.18 0

Mcx 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2 nla M, 6.48 6.48 6.48 6.48 6.48 6.48 6.48 6.48 6.48 6.48 6.48 1 .oo M, 19.2 18.9 17.8 16.1 14.0 11.9 9.69 7.39 5.00 2.54 0

M, 6.48 6.48 6.48 6.48 6.48 6.48 6.48 5.57 4.05 2.19 0 M, 17.3 17.3 17.3 17.3 17.3 17.3 17.3 17.3 17.3 17.3 17.3

nla M, 5.79 5.79 5.79 5.79 5.79 5.79 5.79 5.79 5.79 5.79 5.79 1 .oo M, 17.3 16.8 15.6 13.8 12.0 10.2 8.28 6.30 4.26 2.16 0

M, 5.79 5.79 5.79 5.79 5.79 5.79 5.70 4.63 3.33 1.79 O

JOISTS SUBJECT TO AXIAL LOAD (COMPRESSION OR TENSION) AND BENDING


CAPACITIES FOR S355 xxx

Y

* Not available from some leading producers. Check availability. # Check availability. F = Factored axial load. The values in this table are conservative for tension as the more onerous compression section classification limits have been used. FOR EXPLANATION OF TABLES SEE NOTE 10.1


BS 4-1 : 1993

0.828

213


0.587 0.438 0.339

153 115 88.9

JOISTS SUBJECT TO AXIAL COMPRESSION AND BENDING

24.3

482



20.7 17.2 14.1

383 297 232

Y

8.17

123

xLx Y

5.98 4.55 3.57

87.4 65.2 50.5

1 Section Designation I F/P, I compression Resistance P,,, P, (kN) and Buckling Resistance Moment Mb, Mbs (kNm) I and

Capacities IkN. kNm\

102x44~7 # P, = $py = 337 p?, = 10.7 pSy = 1.25

89x89~19 #

P, = A,p, = 884 p?, = 24.5 p$,= 8.09

76x76~15 * P, = $p, = 678

P?x= 16 p&= 5.4

P, = $py = 575

p& = 4.83

76x76~13 #

pSx = 14.7

Limit

1 .oo Mbs

- 1 .o 330 127 7.95 9.69

839 688 29.4 29.4

629 492 19.1 19.2 537 41 9 16.8 17.3

-

- -

-

- 1.5

31 9 62.0

- -

5.90 6.44

779 509

- -

27.6 27.6

568 - -

338 17.7 17.2 489 289 15.4 15.5

__

- ~

-

Varying effective lengths 1

2.0 I 2.5 I 3.0 1 3.5

23.6 16.6 12.3 4.67 3.86 3.30 2.88 4.22 2.91 2.12 1.60

25.8 24.3 22.9 21.6

q-q%q-z 13.2 10.8 8.70 7.00

for (m) wii

4.0

163 9.46

-

2.56 1.26

31 4 110 20.3 11.7

184 66.9 12.8 6.27 167 57.3

1 10.5 1 5.69

- -

-

- - -

iin the limiting value of FIP, 5.0 I 6.0 I 7.0 I 8.0

2.09 1.77 1.54 1.36

I 31.1 I 23.2 I i7.; 10.2 9.20

37.7 26.7 19.8 :!j.l 9.14 8.09 7.23 6.54 3.92 2.84 2.15

- 9.0 - 36.2 1.91 1.22

0.270

71 .O -

23.7 12.4 2.88

40.2 14.2 7.67 1.49 36.8

- -

7

1 12.2

0.220

2.37

32.8

-1 1.11

* Not available from some leading producers. Check availability. # Check availability. Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb is obtained using an equivalent slenderness = u .v .~~/ r , .~O.~ Mb, is obtained using an equivalent slenderness = 0.5 Ur,. Effective length LE = L. FOR EXPLANATION OF TABLES SEE NOTE 10.1

D - 135


AXIAL LOAD & BENDING BS EN 10210-2: 1997

HOT-FINISHED CIRCULAR HOLLOW SECTIONS SUBJECT



Y CAPACITIES FOR S355

Mass

per Metre

kg 1.87

3.09

3.56

4.37

5.34

4.51

6.82

5.24

5.75

7.11

8.77

6.76

8.38

10.4

12.8

Section Designation

Axial loac Capacity

P, = $py kN

84.5

140

161

198

241

204

308

237

260

322

397

306

380

469

579

4.0

0.54 1 0.292 1.53

0.795 2.04 1.05 2.43 1.27 2.85 1.52 3.3 1 1.68

1 4.73 2.47 5.03

1 2.50

c

0.54 1 0.54 1 0.54 1 0.199 0.101 0 1.53 1.53 1.53

0.541 0.274 0 2.04 2.04 2.04 0.715 0.362 0 2.43 2.43 2.43 0.863 0.437 0 2.85 2.85 2.85 1.03 0.523 0 3.3 1 3.3 1 3.3 1 1.14 0.578 0 4.73 4.73 4.73 1.68 0.850 0 5.03 5.03 5.03 1.70 0.861 0

5.45 2.74

1 6.60 ' 3.35 7.92 4.08 7.58 3.79 9.24 4.66 11.2 5.67 13.4 6.95

Moment Capacity M, (kNm) and Reduced Morr

Ratios of Axial Load to Axial Load C for

5.45 5.45 5.45 1.86 0.944 0 6.60 6.60 6.60 2.28 1.16 0 7.92 7.92 7.92 2.78 1.41 0 7.58 7.58 7.58 2.58 1.31 0 9.24 9.24 9.24 3.17 1.60 0 11.2 11.2 11.2 3.86 1.95 0 13.4 13.4 13.4 4.73 2.39 0

F/Pz I 0.0 I 0.1 I 0.2 I 0.3 I 0.4 I 0.5 I 0.6

1 3.31 1 3.31 I 3.31 I 3.29 1 2.99 I 2.61 I 2.17 4.73 4.73 4.73 4.73 4.73 4.73 4.73 4.73 4.73 4.73 4.73 4.39 3.84 3.19 5.03 5.03 5.03 5.03 5.03 5.03 5.03 5.03 5.03 5.03 4.90 4.45 3.89 3.23

M, 11.2 11.2 11.2 11.1 10.1 8.84 7.34

M, 13.4 13.4 13.4 13.4 13.4 13.4 13.4 M, 13.4 13.4 13.4 13.4 12.4 10.8 8.99

?nt Capacity M, (kNm)

loacitv F/P, , . L

0.7 I 0.8 I 0.9 I 1.0

A Check availability in S355. F = Factored axial load. M, and M, values in italic type are governed by 1.2pJ and a higher value may be used in some circumstances. FOR EXPLANATION OF TABLES SEE NOTE 10.2


BS 5950-1 : 2000

I BS EN 10210-2: 1997 HOT-FINISHED

CIRCULAR HOLLOW SECTIONS SUBJECT TO AXIAL COMPRESSION AND BENDING




Section Designation I Mass I Compression Resistance P, (kN)

A Check availability in S355. Mb and Mbs should be taken as equal to M,. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 137


BS 5950-1 : 2000 AXIAL LOAD & BENDING I BS EN 10210-2: 1997

10.0

~

HOT-FINISHED D CIRCULAR HOLLOW SECTIONS SUBJECT


X X CROSS-SECTION CAPACITY CHECK


M, 88.6 88.6 88.6 87.3 79.3 69.3 57.6 44.5 30.3 15.3 0

M, 107 107 107 107 97.1 84.8 70.5 54.5 37.1 18.8 0 45.3 2050 M, 107 107 107 107 107 107 107 107 107 107 107

Section I Mass ]Axial load1 Moment Capacity M, (kNm) and Reduced Moment Capacity M, (kNm) DI -

D mm 114.3 -

139.7

- 168.3

- 193.7

F = Factored axial load. M, and M, values in italic type are governed by 1.2pG and a higher value may be used in some circumstances. CM, = Min. [ p& 1.2~7 ) since the section is semi-compact subject to bending. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2



HOT-FINISH ED CIRCULAR HOLLOW SECTIONS SUBJECT TO AXIAL COMPRESSION AND BENDING



Mb and Mbs should be taken as equal to M,. FOR EXPLANATION OF TABLES SEE NOTE 10.2


BS 5950-1.: 2000 BS EN 10210-2: 1997

HOT-FINISHED


CIRCULAR HOLLOW SECTIONS SUBJECT TO AXIAL LOAD (COMPRESSION OR TENSION) AND BENDING



6.3

8.0

10.0

12.5

16.0

Section I Mass IAxial load1 Moment Capacity M, (kNm) and Reduced Moment Capacity M, (kNrn) I

M, 334 334 334 334 304 266 221 171 116 58.8 0 49.3 2230 CM, 209 209 209 209 209 209 209 209 209 209 209

62.3 2820 CM, 261 261 261 261 261 261 261 261 261 261 261

77.4 3500 M, 320 320 320 320 320 320 320 320 320 320 320

96.0 4340 M, 391 391 391 391 391 391 391 391 391 391 391

122 5500 M, 484 484 484 484 484 484 484 484 484 484 484

Mr

Mr

M, 320 320 320 312 283 248 206 159 108 54.8 0

M, 391 391 391 384 348 304 253 195 133 67.4 0

M, 484 484 484 480 436 381 317 245 167 84.3 0

Dc - D

mm 219.1 -

- 244.5

- 273

323.9

F = Factored axial load. M, and M, values in italic type are governed by 1 . 2 ~ s and a higher value may be used in some circumstances. CM, = Min. ( pVSeR, 1.2pq } since the section is semi-compact subject to bending. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2


” . -

BS 5950-1 : 2000 AXIAL LOAD & BENDING I BS EN 10210-2: 1997

HOT-FINISHED CIRCULAR HOLLOW SECTIONS SUBJECT TO AXIAL COMPRESSION AND BENDING



Section Designation Mass Compression Resistance P, (kN)

and Capacity (kNm) per I

D I t Metre rnm mrn kg 2.0 3.0 4.0

219.1 5.0 26.4 1160 1120 1050

pJ = I86 12.5 80.3 3580 3480

p? = 226 16.0 101 4520 4390

pyZ = 278 323.9 6.3 49.3 2220 2180

pJ = 174 8.0 62.3 2800 2750

p,Z = 217 10.0 77.4 3480 3410

- 1320

1660

- 2040

251 0

281 0

1390

1740

- 21 90

2720

- 3360

- 4230

- 2120

p?=267 I I I I 12.5 I 96.0 I 4310 I 4220 I 4120

pJ = 326 16.0 122 5460 5340 5210

lpJ=403 1 I I I

Mb and M, should be taken as equal to M,. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 141



HOT-FINISHED D CIRCULAR HOLLOW SECTIONS SUBJECT



CAPACITIES FOR S355 Y - acity M,

itios of I

0.3 31 3

- -

- ed Mon

Load C 0.6

- tnt Cap;

ipacity F 0.7 31 3

Section Desianation

Moment Car kNm) ai

xial Loa 0.4

d Reduc for

I to Axia 0.5 31 3

city M r (

'PZ 0.8

t mm I mm

R

QMc 313 1 .o

406.4 6.3 31 3 313 31 3 31 3 M . 1 - I - I -

78.6 I 3550 QM, 417 417 417 M. I - I - I - 417 417 417 417 417 417 477 417

97.8 I 4440 QM, 513 513 513 M. 1 - 1 - 1 - 513 513 513 513 513 513 513 513

I 125 121 I 5500 630 405 785 509 51 5

- -

630 630 785 785 51 5

- 630 61 4 785 772 515

- 630 630 785 785 51 5

- 630 630 785 785 51 5

630 557 785 701 51 5

630 487 785 61 2 51 5

630 313 785 393 51 5 -

630 213 785 268 515

630 108 785 136 515 -

630 0 785 0

515

I

154 I 6960 I

88.6 I 4000

110 I 4970 ~ 654 1 654 654 654 654 654 654 654 654 654 654

I 12.5 137 I 6210 804 804 1010

1 1010 - 622

804 804 1010

1 1010

804 804

1 1010 1010 622 -

804 78 1 1010 985

804 709 7070 894

804 620 7010 781 622

804 398 7010 502 622

804 51 5 7070 650 622

804 271 7070 342

804 137 1010 173 622

,804 0

1010 0

622

I

174 I 7880

98.6 I 4460 622 622 622 622

I 10.0 123 I 5540 814 I -

814 814 814 814 814 814 814 CMc 814 814 814

QM, 1000 1000 1000

M, 1260 1260 1260 M, 1260 1260 1260 M, 1490 1490 1490 M. 1490 1490 1490

Mr

Mr 153 I 6920 1000 1000 1000 1000 1000 1000 1000 1000

Ig4 I 8770 1260 1230

-

1260 1110

1260 808 1490 966

- 1260 21 5 1490 257

1260 972 1490 1160

7260 624 1490 746

1260 425 1490 508

1260 0

1490 0 241 I lo6O0

1 1490 1330

The section is slender under axial compression only. F = Factored axial load. M, and M, values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used'in some circumstances. QM, = Min. ( pySeR, 1.2pG } since the section is semi-compact subject to bending. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 142



HOT-FINISHED CIRCULAR HOLLOW SECTIONS SUBJECT TO AXIAL COMPRESSION AND BENDING



D

Y

* The section is slender under axial compression only. Mb and Mbs should be taken as equal to M,. P, values in italic type indicate that the section is slender and allowance has been made in calculating P,. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 143



HOT-FINISHED D SQUARE HOLLOW SECTIONS




Section I Mass I Axial load1 FIP, Limit I Moment Capacity Mc (kNm) and Reduced Moment Capacity Mr (kNm) I Designation zqs Per

Metre

kg 3.41

Capacity

Compact

1 .oo

for

I 0.0 I 0.1 I 0.2 I 0.3 I 0.4 I 0.5 Ratios of Axial Load to Axii I Load -

0.6 Capac 0.7 2.08 0.884 2.18 0.934 2.52 1.12 2.85 1.33 3.44 1.42

- - -

- - -

tY FlPZ

2.08 2.08 2.08 2.08 1.43 2.18 1.51

- 2.08 1.16 2.18 1.22

- 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.01 1.87 1.67 2.18 2.18 2.18 2.18 2.18 2.18 2.18 2.11 1.97 1.76

1 2.52 2.52 2.52 2.52 2.52 2.52 2.52 2.50 2.33 2.09 2.85 2.85 2.85 2.85 2.85 2.85 2.85 2.85 2.71 2.43 3.44 3.44 3.44 3.44 3.44 3.44 3.40 3.26 3.03 2.72

3.61 nla 163 I l.oo

4.39 nla lg8 I 1.00

2.52 1.79 2.85 2.1 0 3.44 2.31

-

-

2.52 1.46 2.85 1.73 3.44 1.87

-

- 5.28 nla

239 I 1.00 5.0

50x50 3.0

3.2

4.0

5.0

6.3

60x60 3.0

3.2

4.35

- 4.62

- 5.64

- 6.85

- 8.31

- 5.29

- 5.62

6.90 - - 8.42

- 10.3

- 12.5

- 7.40

- 9.99

197 nla 1 .oo

209 nla 1 .oo

255 n/a 1 .oo

310 nla 1 .oo

376 nla 1 .oo

239 nla 1 .oo

254 nla 1 .oo

31 2 nla 1 .oo

380 nla 1 .oo

465 nla 1 .oo

568 nla

3.62 1.98

3.62 1.51

4.26 2.39

4.26 1.82

4.94 2.86 5.58 3.40

- 4.94 2.1 9 5.58 2.62

5.08 2.76 5.40 2.92

- 5.08 2.09 5.40 2.22

14.0 6.43 3.55

6.43 2.70

7.58 4.26 8.73 5.13 9.88 6.12 8.27 4.49 10.8 5.96 12.7 7.21 14.6 8.70

-

-

-

- -

- -

7.58 3.25 8.73 3.93 9.88 4.72 8.27 3.40 10.8 4.54 12.7 5.51 14.6 6.68

-

-

-

-

-

- -

5.0

6.3

8.0

70x70 3.6

5.0

6.3

8.0

8.73 8.73 8.73 8.73 8.73 8.73 8.73 8.73 8.73 8.14 7.30 6.27 9.88 9.88 9.88 9.88 9.88 9.88 9.88 9.88 9.88 9.51 8.52 7.43 8.27 8.27 8.27 8.27 8.27 8.27 8.27 8.16 7.83 7.29 6.52 5.56 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.4 9.65 8.64 7.34 12.7 12.7 12.7 12.7 12.7 12.7 12.7 12.7 12.4 11.6 10.4 8.84 14.6 14.6 14.6 14.6 14.6 14.6 14.6 14.6 14.6 13.7 12.3 10.6

1 .oo

12.3 X-p 1 .oo

15.0

F = Factored axial load. Mc and Mr values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 144


I BS5950-1:2000 I AXIAL LOAD & BENDING I BS EN 10210-2: 1997 I

HOT-FINISH ED SQUARE HOLLOW SECTIONS




D I- y - 1

Y

Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section.

FOR EXPLANATION OF TABLES SEE NOTE 10.2 Mb and Mb, should be taken as equal to M,.

D - 145


BS 5950-1 : 2000 BS EN 10210-2: 1997

HOT-FINISHED


D SQUARE HOLLOW SECTIONS




merit Capacity Mc (kNm) and Reduced Moment Capacit for

Ratios of Axial Load to Axial Load Capacity FIP,

Section Mass Axial load FIP, Limit Mc

Designation per Capacity D t Metre P, = $py Semi-Compact -

0.0 11.0 11.0 12.1 12.1 14.6 14.6 17.3 17.3 20.1 20.1 14.1 14.1 15.5 15.5 18.8 18.8 22.6 22.6 26.7 26.7 19.3 19.3 23.6 23.6 28.6 28.6 34.0 34.0

-

-

-

- - -

- - -

-

- -

- -

0.9 1.0 11.0 11.0 1.53 0 12.1 12.1 1.69 0 14.6 14.6 2.06 0 17.3 17.3 2.53 0 20.1 20.1 3.12 0 14.1 14.1 1.95 0 15.5 15.5 2.15 0 18.8 18.8 2.64 0 22.6 22.6 3.26 0 26.7 26.7 4.02 0 19.3 19.3 2.68 0 23.6 23.6 3.29 0 28.6 28.6 4.07 0 34.0 34.0 5.03 0 39.4 39.4 6.07 0 34.6 34.6 4.80 0 42.6 42.6 5.94 0 51.6 51.6 7.40 0 60.5 60.5 8.99 0 69.7 69.7 10.9 0

0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 10.9 I 10.4 I 9.70 I 8.68 I 7.37 I 5.95 I 4.50 I 3.03 12.1 I 12.1 I 12.1 I 12.1 I 12.1 I 12.1 I 12.1 I 12.1

1 .oo 4.0 nla

11.9 11.4 10.6 9.51 8.10 6.55 I 4.96 3.34 14.6 14.6 14.6 14.6 14.6 14.6 I 14.6 14.6

1 .oo Mr 5.0 11.6 522 nla MC

1 .oo Mr 6.3 14.2 643 nla MC

1 .oo Mr 8.0 17.5 795 nla MC

1 .oo M, 90x90 3.6 9.66 437 nla MC

14.4 17.3 17.3 20.1 20.1 14.1 13.9 15.5 15.3 18.8

-

-

-

- -

13.8 17.3 16.7 20.1 20.0 14.1 13.3 15.5 14.7 18.8

-

-

- -

-

12.9 17.3 15.6 20.1 18.6 14.1 12.4 15.5 13.6 18.8

-

-

- -

-

11.5 9.80 7.94 6.03 4.07 17.3 17.3 17.3 17.3 17.3 14.0 11.9 9.65 7.36 4.98 20.1 20.1 20.1 20.1 20.1 16.7 14.4 11.7 8.99 6.11 14.1 14.1 14.1 14.1 14.1 11.1 9.44 7.61 5.75 3.87 15.5 15.5 15.5 15.5 15.5

1 12.2 10.4 8.39 6.35 4.27 18.8 18.8 18.8 18.8 18.8

1 .oo 5.0 nla

18.6 17.8 16.6 14.9 12.6 10.2 7.74 5.22 22.6 22.6 22.6 22.6 22.6 22.6 22.6 22.6 22.5 26.7 26.7 19.3 19.1 23.6 23.3

-

-

-

1 .oo 8.0 20.1 909 nla MC

1 .oo Mr 100x100 4.0 11.9 540 nla MC

28.6 28.6 28.6 28.6 28.6 28.3 I I I I 27.2 25.3 22.7 19.3

28.6 15.7 34.0 19.2 39.4 22.9

- -

28.6 11.9 34.0 14.6 39.4 17.5

-

-

28.6 8.03 34.0 9.90 39.4 11.9 34.6 9.51 42.6 11.8 51.6 14.6 60.5 17.7 69.7 21.3

-

-

- - -

- 7

-

34.0 34.0 34.0 34.0 34.0 34.0 I I I I 33.0 30.7 27.5 23.6

39.4 39.4 34.6 34.6 42.6 42.6 51.6 51.6

- -

-

39.4 39.4 39.4 39.4 39.4 39.4 I I I I 39.0 36.3 32.5 28.0

34.6 18.7

34.6 14.1

34.6 34.6 34.6 34.6 34.6 34.2 32.8 30.5 27.3 23.2 42.6 42.6 42.6 42.6 42.6 42.0 40.4 37.6 33.6 28.5

42.6 23.0 51.6 28.4 60.5 34.2 69.7 40.8

- -

-

-

42.6 17.5 51.6 21.6 60.5 26.1 69.7 31.3

- - -

-

10.0 33.7 1520 nla Mc 60.5 1 .oo Mr 60.5

12.5 40.9 1850 nla Mc 69.7 1 .oo Mr 69.7

F = Factored axial load. Mc and Mr values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 146


BS 5950-1 : 2000 AXIAL LOAD 8t BENDING





D F Y ?

Y

Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb and Mbs should be taken as equal to M,. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 147




D Y r 4

TO AXIAL LOAD (COMPRESSION OR TENSION) AND BENDING fi-9

Axial load FIP, Limit Capacity for

Moment Capacity M, (kNm) and Reduced Moment Capacity M, (kNm)

Ratios of Axial Loac to Axii 0.5 - I Load

0.6 - >apacity FIP, d Metre

21 .o nla 948 I 1.00

47.9 32.0

47.9 25.8

47.9 47.9 47.9 47.9 47.9 47.9 47.3 45.4 42.2 37.8

I 6.3 I 26.1 MC 6 MC

MC M.

58.9 39.5

58.9 31.9

58.9 58.9 58.9 58.9 58.9 58.9 58.1 55.8 51.9 46.4 72.4 72.4 72.4 72.4 72.4 72.4 71.5 68.6 63.8 57.1 86.1 86.1 86.1 86.1 86.1 86.1 86.1 82.7 77.0 68.9 101 101 101 101 101 101 101 98.5 91.7 82.1 55.4 55.4 55.4 55.4 55.4 55.4 54.6 52.5 48.8 43.7 68.2 68.2 68.2 68.2 68.2 68.2 67.3 64.5 60.0 53.7

1180 nla 1 .oo

1480 n/a 1 .oo

1810 nla 1 .oo

2200 nla 1 .oo

1020 n/a 1 .oo

I I 32.6 72.4 48.8 86.1 58.8 101 70.4

- -

72.4 39.5 86.1 47.8

-

101 57.4

55.4 36.9

55.4 29.8

nla 1270 I 1.00

68.2 45.7

68.2 36.9

I 8.0 I 35.1 nla 1590 I 1.00

84.1 56.5 101 68.3 118 82.1 138 99.1 61.9

-

-

-

-

- 78.1 52.3 96.6 64.8 116 78.5 137 94.6

-

- -

-

84.1 45.7 101 55.4 118 66.8 138 81.1 61.9

-

-

-

-

- 78.1 42.2 96.6 52.4 116 63.6 137 76.9

-

- -

-

M, 84.1 84.1 84.1 84.1 84.1 M, 84.1 83.0 79.7 74.1 66.3

M, 101 101 101 101 101 M, 101 100 96.2 89.5 80.1

M, 118 118 118 118 118 M, 118 118 115 107 95.8

M, 138 138 138 138 138 M, 138 138 138 129 115

10.0 43.1

12.5 52.7

16.0 65.2

160x160 5.0 24.1

6.3 30.1

8.0 37.6

1950 nla 1 .oo

2380 n/a 1 .oo

2950 n/a 1 .oo

1090 1 .oo 0.00

1360 nla 1 .oo

1700 nla 1 .oo

2090 nla 1 .oo

2560 nla 1 .oo

96.6 95.3 91.4 85.1 76.1

116 115 111 103 92.2 M, 137 137 137 137 137 M, 137 137 133 124 111

F = Factored axial load. M, and M, values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 148


BS 5950-1 : 2000 BS EN 10210-2: 1997 1

HOT-FINISH ED


SQUARE HOLLOW SECTIONS TO AXIAL COMPRESSION AND BENDING



Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb and M,, should be taken as equal to M,. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 149



!50x250

HOT-FINISHED D SQUARE HOLLOW SECTIONS




10.0 58.8 2660 nla M, 189 189 189 189 189 189 189 189 189 189 189

12.5 72.3 3270 nla M, 227 227 227 227 227 227 227 227 227 227 227

16.0 90.3 4080 nla M, 272 272 272 272 272 272 272 272 272 272 272 1 .oo M, 272 272 264 246 220 188 153 117 79.1 40.2 0

6.3 47.9 2170 M, 167 167 167 167 167 167 167 167 167 167 $

1 .oo M, 189 186 179 166 149 126 102 77.4 52.1 26.3 0

1 .oo M, 227 225 216 201 180 153 124 94.5 63.8 32.3 0

Section I Mass I Axial load1 FIP, Limit I Moment Capacity M, (kNm) and Reduced Moment Capacity M, (kNm)

8.0

10.0

12.5

16.0

Mr -

0.00 Mr -

1 .oo M, 302 298 286 266 238 202 163 123 ~ 82.9 41.8 0

1 .oo M, 368 363 349 324 290 247 200 151 102 51.5 0

60.3 2730 1 .oo M, 246 246 246 246 246 246 246 246 246 246 246

74.5 3370 nla M, 302 302 302 302 302 302 302 302 302 302 302

91.9 4160 nla M, 368 368 368 368 368 368 368 368 368 368 368

115 5220 nla M, 452 452 452 452 452 452 452 452 452 452 452

-------

1 .oo M, 452 448 430 400 359 306 248 188 127 64.4 0

The section is slender, M, = pJen if web is not slender and M, = pyJx if web is slender. F = Factored axial load. M, and M, values in italic type are governed by 1.2pyZ and a higher value may be used in some circumstances. $ For these values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2


BS 5950-1 : 2000

I BS EN 10210-2: 1997 I HOT-FINISH ED


SQUARE HOLLOW SECTIONS TO AXIAL COMPRESSION AND BENDING



pyZ = 85.6 8.0 1.00 1870 1790

p$ = 105 10.0 1.00 2300 2200

p$ = 126 12.5 1.00 2820 2690

pJ = 149 16.0 1.00 3500 3330

pyZ= 178 !OOx200 5.0 1280 1240

p$ = 87.0 6.3 1.00 1680 1620

p$ = 159 12.5 1 .oo

16.0 1 .oo p$ = 190

p$ = 227 !50x250 6.3

p,Z = 171 8.0 1 .oo

10.0 1 .oo pJ = 212

p$ = 257 12.5 1 .oo

pyZ = 310 16.0 1 .oo

p$ = 377

3190 3070 t

Compression Resistance P, (kN) for

Varying effective lengths LE (m) within the limiting value of F 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0

1320 1160 945 751 599 485 399 334

1660 I 1440 I 1170 I 928 I 739 I 598 I 492 I 411

2030 1750 1420 1120 888 718 591 494

2470 2120 1700 1330 1060 856 704 588

3040 2570 2040 1600 1260 1020 I I I I I I 838 I 699 1180 I 1090 I 950 I 791 I 648 I 531 I 441 I 370

1540 1400 1210 993 807 660 546 458

3140 3000 2790 2510 2170 1840 1560 1320

3870 3690 3430 3060 2640 2230 1890 1600

4850 4610 4260 3780 3240 2730 2300 1950

Y

The section is slender, P, = pcsAefi Under combined axial compression and bending the capacities are only valid up to the given FIP, limit. For higher values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb and Mbs should be taken as equal to M,. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 151




D F V I




Mass Axial load

Metre P, = A,p, Designation

300x300 6.3 57.8 2610

10400

FIP, Limit

Semi-Compaci Compact

1 .oo 0.00 nla 1 .oo nla 1 .oo nla 1 .oo

1 .oo 0.00 nla 1 .oo nla 1 .oo

1 .oo 0.00 nla 1 .oo nla 1 .oo

Moment Capacit

Ratio

- ' Mc (k

of Axi 0.3 21 8

- - -

315

- 442 390 541 477 673 593 394

- -

-

- 559

- 748 659 934 823 675

-

-

- 968

- 1240 1090 1470 1290

- -

- lm) ar

11 Loac 0.4 218

- - -

31 5

- 442 349 541 427 673 53 1 394

- -

-

- 559

- 748 590 934 736 675

-

-

- 968

- 1240 975 1470 1150

-

-

- Red1 for

to Axis 0.5 218

- - -

31 5

- 442 296 541 363 673 452 394

- -

-

- 559

- 748 500 934 626 675

-

-

- 968

- 1240 829 1470 984

-

-

:ed Moment Capacity M, (kNm)

I Load CaDacitv FIP. I . -

0.6 I 0.7 I 0.8 I 0.9 1 1.0

673 673 673 673 673 365 277 187 94.3 0 394 394 320 5 5

559 559 559 559 559

748 748 748 748 748 403 305 205 103 0 934 934 934 934 934 505 383 257 130 0 675 675 675 675 5

968 968 968 968 968

1240 1240 1240 1240 1240 668 505 340 171 0 1470 1470 1470 1470 1470 795 603 406 205 0

The section is slender, M, = pSen if web is not slender and M, = p q z , if web is slender. F = Factored axial load. 5 For these values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 152



HOT-FI NI SH ED SQUARE HOLLOW SECTIONS




D r V 7

Y Y

The section is slender, P, = pcskn Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb and Mbs should be taken as equal to M,. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 153


BS 5950-1 : 2000 BS EN 10210-2: 1997



ination t

mm 3.2

3.0

4.0

5.0

3.2

4.0

5.0

6.3

8.0

Per Metre

kg 3.61

4.35

5.64

6.85

5.62

6.90

8.42

10.3

12.5

:apacity

kN 163

' z = AgP,

197

255

31 0

254

31 2

380

465

568

Col 1

x-x

nla 1 .oo

nla 1 .oo

nla 1 .oo

nla 1 .oo

nla 1 .oo

nla 1 .oo

nla 1 .oo

nla 1 .oo

nla 1 .oo

lact s -

Y-Y

n/a 1.00

nla 1.00

n/a 1.00

nla 1.00

nla 1.00

n/a 1.00

n/a 1.00

nla 1.00

nla 1.00

FIP,

Mcx

M, M,

M, Mcx

M, M,

M, Mcx

M, M,

M, Mcx M, M,

M, Mcx M, M,

M, MCX M, M,

M, Mcx M, M,

M, MCX M, M,

M, Mcx

M, M, M,

4.65 I 4.07 I 3.46 I 2.82

3.699 3.76 2.91 1.70 1.14 4.64 3.63 2.18 1.46 5.4 1 4.16 2.62 1.75

0.474 0.241 3.76 3.76 2.91 2.91 1.15 0.583

0.768 0.389 4.64 4.64 3.63 3.63 1.48 0.753

0.988 0.502 5.4 1 5.4 1 4.16 4.16 1.78 0.910 1.19 0.608

6.09 3.91 2.94 1.47

6.09 6.09 3.91 3.91 1.98 1.00

0.993 0.50; 7.28 4.69 3.57 1.79 8.56 5.50 4.30 2.16 9.93 6.22 5.17 2.60 11.3 6.86 6.18 3.12

7.28 7.28 7.28 4.69 4.69 4.69 2.42 1.23 0 1.21 0.615 0 8.56 8.56 8.56 5.50 5.50 5.50 2.92 1.49 0 1.47 0.746 0 9.93 9.93 9.93 6.22 6.22 6.22 3.54 1.82 0 1.78 0.909 0 11.3 11.3 11.3 6.86 6.86 6.86 4.26 2.20 0 2.15 1.10 0




Axial I FIP, Limit I Moment Capacity M,,, M, (kNm) and Reduced Moment Capacity M,, M, (kNm) Section I Mass Load I Semi-Compact I for

Ratios of Axial Load to Axial Load C i De

D x B

mm 0.0 0.1 0.2 0.3 I 0.4 I 0.5 I 0.6

- 2.42 1.76 1.52

0.91 E 3.76 2.91 2.24 1.50 4.64 3.63 2.86 1.91 5.41 4.16 3.41 2.28

-

-

-

iOx30 2.42 1.76 2.42 1.76 3.76 2.91 3.76 2.91 4.64 3.63 4.64 3.63

-

-

2.42 1.76 2.42 1.75 3.76 2.91 3.76 2.86 4.64 3.63 4.64 3.60

-

-

2.42 1.76 2.42 1.66 3.76 2.91 3.69 2.73 4.64 3.63 4.64 3.43

-

-

2.42 1.76 2.31 1.51 3.76 2.91 3.46 2.50 4.64 3.63 4.38 3.14

-

-

2.42 1.76 2.10 1.33 3.76 2.91 3.14 2.19 4.64 3.63 3.98 2.77

-

-

2.42 1.76 I .a4 1.12 3.76 2.91 2.73 1.85 4.64 3.63 3.47 2.35 5.4 1 4.16 4.1 3 2.79

-

-

-

0 3.76 2.91 0 0

4.64 3.63 0 0

5.41 4.16 0 0

-

-

-

iOx40

10x40

5.41 4.16 5.41 4.16 6.09 3.91 6.09 3.91 7.28 4.69 7.28 4.69 8.56 5.50 8.56 5.50 9.93 6.22 9.93 6.22 11.3 6.86 11.3 6.86

-

-

-

-

-

-

5.41 4.16 5.41 4.16

5.41 4.16 5.41 4.06

5.4 1 4.16 5.21 3.72

5.41 4.16 4.74 3.28

6.09 3.91 6.09 3.83 7.28 4.69 7.28 4.60 8.56 5.50 8.56 5.47 9.93 6.22 9.93 6.22 11.3 6.86 11.3 6.86

-

-

-

-

-

6.09 3.91 6.09 3.62 7.28 4.69 7.28 4.34 8.56 5.50 8.56 5.1 7 9.93 6.22 9.93 6.05 11.3 6.86 11.3 6.86

-

-

-

-

-

6.09 3.91 5.75 3.27

6.09 3.91 5.25 2.84

6.09 3.91 4.61 2.39

6.09 3.91 3.83 1.94

6.09 3.91 0 0

7.28 4.69 6.97 3.93 8.56 5.50 8.35

-

7.28 4.69 6.37 3.42 8.56 5.50 7.64

-

7.28 4.69 5.60 2.89 8.56 5.50 6.73

-

7.28 4.69 4.65 2.35 8.56 5.50 5.61

-

9.93 6.22 9.93 5.50 11.3 6.86 11.3 6.41

-

-

9.93 6.22 9.1 1 4.84 11.3 6.86 10.7 5.68

-

-

9.93 6.22 8.02 4.1 3 11.3 6.86 9.41 4.89

-

-

9.93 6.22 6.69 3.39 11.3 6.86 7.85 4.04

-

- F = Factored axial load. Mc and M, values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances. FOR EXPLANATION OF TABLES SEE NOTE 10.2


AXIAL LOAD 81 BENDING BS EN 10210-2: 1997



and Capacities (kNm) D x B t

mm mm 0x30 3.2

p?, = 2.02 p?,= 1.47

0x40 3.0 p?,= 3.13 p?,= 2.47



Limit

- Le (ml

1.00 Pc,

p, 1.00 Mb

1.00 Pc,

p, 1.00 Mb

Y

140 98.3 2.42

180 160 3.76

233 205 4.64

Section Designation I F/P, I Compression Resistance P,,, P, (kN) and Buckling Resistance Moment Mb (kNm)

99.8 63.1 42.1 29.8 22.2 17.1 11.1 7.75 5.72 50.0 29.2 19.0 13.3 9.85 7.58 4.88 3.40 2.51 2.42 2.42 2.42 2.42 2.42 2.42 2.32 2.22 2.13

151 108 74.8 53.7 40.2 31.2 20.3 14.2 10.5 103 62.7 41.4 29.2 21.7 16.7 10.8 7.55 5.57 3.76 3.76 3.76 3.76 3.76 3.76 3.76 3.76 3.64

194 137 94.0 67.4 50.4 39.1 25.4 128 77.6 51.1 36.1 26.8 20.6 13.3 4.64 4.64 4.64 4.64 4.64 4.64 4.64

8.07 4.28 3.55

10.1 5.28 4.47

11.7 6.08 5.28

17.4 5.88 5.01

20.8

I

6.40 5.20 3.39 2.75 3.46 3.38

8.01 6.50 4.18 3.39 4.36 4.26

9.28 7.54 4.82 3.91 5.15 5.02

13.8 11.2 4.66 3.78 4.80 4.60

16.5 13.4

0x40

5.0 1.00 p,, p?, = 4.51 p, p?,= 3.47 1.00 Mb

3.2 1.00 p,

P?, = 5.08 p, p?,= 3.36 1-00 Mb

4.0 1.00 p,

for Varying effective lengths LF (m) within the limiting value of F/P,

281 244 5.41

242 211 6.09

296 255 7.28

360 306 8.56

439 365 9.93

534 429 11.3

1.0 I 1.5 I 2.0 I 2.5 I 3.0 I 3.5 I 4.0 I 5.0 I 6.0 I 7.0

230 160 109 78.3 58.5 45.3 29.4 20.6 15.2 149 89.8 59.1 41.6 30.9 23.8 15.4 10.7 7.92 5.41 5.41 5.41 5.41 5.41 5.41 5.41 5.41 5.41

224 192 148 111 84.5 66.1 43.3 30.5 22.6 139 85.7 56.7 40.1 29.8 23.0 14.8 10.4 7.65 6.09 6.09 6.09 6.09 6.09 6.09 5.70 5.46 5.22

274 232 178 133 101 79.0 51.8 36.4 27.0 165 101 66.4 46.9 34.8 26.8 17.4 12.1 8.95 7.28 7.28 7.28 7.28 7.28 7.28 6.85 6.55 6.26

331 278 211 157 119 93.0 60.9 42.8 31.7 192 117 77.0 54.3 40.3 31.1 20.1 14.0 10.4 8.56 8.56 8.56 8.56 8.56 8.56 8.13 7.76 7.41

402 332 248 183 139 108 70.9 49.8 36.9 221 133 87.5 61.7 45.7 35.2 22.8 15.9 11.7 9.93 9.93 9.93 9.93 9.93 9.93 9.56 9.10 8.67

484 391 287 211 159 124 81.1 57.0 42.2 249 149 97.5 68.6 50.9 39.2 25.3 17.7 13.0 11.3 11.3 11.3 11.3 11.3 11.3 11.0 10.5 9.93

5.0 p?,= 7.14 p?,= 4.58

6.3 pJ, = 8.27 p,&= 5.18

8.0 p?, = 9.41 p?,= 5.72

1.00 P,

p, 1.00 Mb

1.00 P,

p, 1.00 Mb

1.00 Pc,

p, 1.00 Mb

8.0 I 9.0 I 1°.O

I I

Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb values in italic type are governed by 1.2pJ and a higher value may be used in some circumstances.

FOR EXPLANATION OF TABLES SEE NOTE 10.2 Mb, should be taken as equal to Mb.

D - 155


x-x

n/a 1.00

n/a 1.00

nta 1.00

n/a 1.00

n/a 1.00

n/a 1.00

n/a 1.00

n/a 1.00

n/a 1.00

Axis

y-y

n/a 1.00

nla 1.00

n/a 1.00

1.00 0.00

1.00 0.00

nla 1.00

nla 1.00

n/a 1.00

nla 1.00

9.29 6.39 9.29 6.28 12.1 8.34 12.1 8.20 14.2 9.71 14.2 9.71

9.29 9.29 6.39 6.39 9.22 8.67 5.95 5.41 12.1 12.1 8.34 8.34 12.1 11.5 7.77 7.05 14.2 14.2 9.71 9.71 14.2 13.8 9.25 8.39

9.33 5.70 9.33

9.33 9.33 5.70 5.70 9.26 8.72

9.88 6.27 9.88

9.88 9.88 6.27 6.27 9.80 9.23

14.2 9.16 14.2 8.99 16.8 10.7 16.8 10.7 19.6 12.2 19.6 12.2 22.1 13.4 22.1 13.4

14.2 14.2 9.16 9.16 14.2 13.6 8.49 7.67 16.8 16.8 10.7 10.7 16.8 16.4 10.1 9.17 19.6 19.6 12.2 12.2 19.6 19.6 11.9 10.9 22.1 22.1 13.4 13.4 22.1 22.1 13.4 12.5


4OT-FINISHED LAR HOLLOW SECTIONS 3ESSION OR TENSION) AND BENDING

RECTANGl TO AXIAL LOAD (COMP

D CROSS-SECTION CAPACITY CHECK

I


- Mass

Per Wetre

kg - 7.40

Section Moment Capacity Mcx, M, (kNm) and Reduced Moment Capacity M,, M, (kNm) Axial Load

2 a p a c i ty

kN ' 2 = AgP,

for Ratios of Axial Load to Axial Load C:

Del D x B

mm

Ination t

mm

acity FIP, - 0.7

- 9.29 6.39 4.36 2.43 12.1 8.34 5.81 3.24 14.2 9.71 7.04 3.93

-

-

- 0.8

- 9.29 6.39 2.94 1.64 12.1 8.34 3.94 2.19 14.2 9.71 4.80 2.67

-

-

- 1 .o - 9.29 6.39

0 0

12.1 8.34

0 0

14.2 9.71 0 0

-

-

- 0.9

- 9.29 6.39 1.49 0.827 12.1 8.34 2.00 1.11 14.2 9.71 2.45 1.36 9.33 5.70 1.50

-

-

-

0.0 O.l I o.2 I 0.3 0.4 0.5 0.6

I I

3.6 334 9.29 6.39 9.29 6.39 12.1 8.34 12.1 8.34 14.2 9.71 14.2 9.71

-

-

9.29 6.39 7.91 4.69 12.1 8.34 10.5 6.17 14.2 9.71 12.6 7.39

-

-

9.29 6.39 6.92 3.95 12.1 8.34 9.18 5.23 14.2 9.71 11.0 6.29 9.33 5.70 6.99

-

-

-

9.29 6.39 5.72 3.20 12.1 8.34 7.60 4.25 14.2 9.71 9.14 5.13

-

-

40x50

100x50

5.0 9.99 452

6.3 12.3 555

3.0 6.71 303 9.33 5.70 9.33

9.33 5.70 7.97

9.33 5.70 5.81

9.33 5.70 4.42

9.33 5.70 2.98

9.33 5.70

0

3.2 7.1 3 322 9.88 6.27 9.88

9.88 6.27 8.43

9.88 6.27 7.40

9.88 6.27 6.14

9.88 6.27 4.69

9.88 6.27 3.16

9.88 6.27 1.60

9.88 6.27

0

10.8

- 13.3

- 16.3

- 19.6

-

14.2 9.1 6 14.2 9.1 6 16.8 10.7 16.8 10.7 19.6 12.2 19.6 12.2 22.1 13.4 22.1 13.4

-

-

-

-

14.2 9.16 12.4 6.68 16.8 10.7 15.0 8.02 19.6 12.2 18.0 9.55 22.1 13.4 20.9 11.1

-

-

-

-

14.2 9.1 6 10.9 5.65

14.2 9.16 9.10 4.59

14.2 9.16 6.98 3.50

14.2 9.16 4.73 2.37

14.2 9.16 2.40 1.20

14.2 9.16

0 0

16.8 10.7

0 0

19.6 12.2

0 0

22.1 13.4

0 0

-

-

-

-

5.0

6.3

487

600

737

885

16.8 10.7 13.2 6.82 19.6 12.2 15.8 8.1 7 22.1 13.4 18.4 9.53

-

-

-

16.8 10.7 11.0 5.56 19.6 12.2 13.2 6.70 22.1 13.4 15.3 7.87

-

-

-

16.8 10.7 8.47 4.25 19.6 12.2 10.2 5.1 5 22.1 13.4 12.0 6.09

-

-

-

16.8 10.7 5.76 2.89 19.6 12.2 7.00 3.52 22.1 13.4 8.30 4.1 8

-

-

-

16.8 10.7 2.94 1.47 19.6 12.2 3.59 1.80 22.1 13.4 4.29 2.1 5

-

-

-

8.0

10.0

A Check availability in S355. F = Factored axial load. Mc and M, values in italic type are governed by 1.2~7 and a higher value may be used in some circumstances. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 156





D MEMBER BUCKLING CHECK


Section Designation I F/P, I and Ca

Compression Resistance P,,, P, (kN) and Buckling Resistance Moment Mb (kNm) 1 D x B

mm 10x50

00x50

A Check availability in S355. Under combined axial compression and bending the capacities are only valid up to the given FIP, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb values in italic type are governed by 1 . 2 ~ s and a higher value may be used in some circumstances. Mbs should be taken as equal to M,. FOR EXPLANATION OF TABLES SEE NOTE 10.2


ination t

mm 3.6

5.0

6.3

8.0

3.6

5.0

6.3

8.0

Per Metre

kg 8.53

11.6

14.2

17.5

9.70

13.1

16.2

20.1

act j -

Y-Y

nla 1.00

nla 1.00

nla 1.00

nla 1.00

1.00 0.00

n/a 1.00

n/a 1.00

n/a 1.00

FIP,

Mcx

Mcy Mrx

M, MCX

M, M,

Mw Mcx

M, M,

M, Mcx

Mcy M,

M, Mcx

M, Mrx

M, Mcx

M, Mrx

M, Mcx

Mcy M,

M, Mcx

M, M,

M,

acity

0.7

12.3 8.84 5.64 3.38 16.1 11.7 7.51 4.51 19.2 13.9 9.15 5.50 22.5 16.1 11.2 6.72 16.1 9.82 7.65

21.3 13.6 10.3 5.14 25.4 16.4 12.6 6.31 30.2 19.2 15.4 7.71

FIP,

0.8

12.3 8.84 3.79 2.28 16.1 11.7 5.08 3.05 19.2 13.9 6.21 3.73 22.5 16.1 7.61 4.58 16.1 9.82 5.14

21.3 13.6 6.93 3.47 25.4 16.4 8.53 4.28 30.2 19.2 10.5 5.25


HOT-FINISHED B RECTANGULAR HOLLOW SECTIONS




Section I Mass FIP, Limit I Moment Capacity Mcx, M, (kNm) and Reduced Moment Capacity M,, M, (kNm) Axial Load

Capacity

kN p, = AgP,

Semi-Compact I for Ratios of Axial Load to Axial Load Ca

De D x B

mm

Cor E -

x-x - nla 1 .oo

0.0 0.1 0.2 0.4 0.5 0.6 0.9 1 .o 0.3

12.3 8.84 11.3 7.52

387 12.3 8.84 12.3 8.84

12.3 8.84 12.3 8.69

12.3 8.84 12.1 8.25

12.3 8.84 10.3 6.57

12.3 8.84 8.98 5.53

12.3 8.84 7.37 4.47

12.3 8.84 1.92 1.15

12.3 8.84

0 0

00x60

20x60

522 16.1 11.7 16.1 11.7

16.1 11.7 16.1 11.5

16.1 11.7 16.1 10.9

16.1 11.7 15.1 9.95

16.1 11.7 13.8 8.67

16.1 11.7 12.0 7.32

16.1 11.7 9.92 5.94 19.2 13.9 12.0 7.21

-

16.1 11.7 2.57 1.55 19.2 13.9 3.1 6 1.90

-

16.1 11.7

0 0

19.2 13.9

0 0

-

nla 1 .oo

643 19.2 13.9 19.2 13.9

19.2 13.9 19.2 13.8

19.2 13.9 19.2 13.1

19.2 13.9 18.3 11.9

19.2 13.9 16.6 10.4

19.2 13.9 14.6 8.86

nla 1 .oo -

nla 1 .oo -

nla 1 .oo -

n/a 1 .oo -

nla 1 .oo -

nla 1 .oo -

22.5 16.1 22.5 16.1 16.1 9.82 16.1

-

- 21.3 13.6 21.3 13.6 25.4 16.4 25.4 16.4 30.2 19.2 30.2 19.2

-

-

-

22.5 16.1 22.5 16.1 16.1 9.82 16.1

-

- 21.3 13.6 21.3 13.4 25.4 16.4 25.4 16.1 30.2 19.2 30.2 19.2

-

-

-

22.5 16.1 22.5 15.6 16.1 9.82 16.0

-

- 21.3 13.6 21.3 12.6 25.4 16.4 25.4 15.2 30.2 19.2 30.2 18.2

-

-

-

22.5 16.1 21.9 14.2 16.1 9.82 15.1

-

- 21.3 13.6 20.2 11.4 25.4 16.4 24.5 13.8 30.2 19.2 29.6 16.5

-

-

-

22.5 16.1 19.9 12.6 16.1 9.82 13.8

-

- 21.3 13.6 18.4 9.90 25.4 16.4 22.4 12.0 30.2 19.2 27.1 14.5

-

-

-

22.5 16.1 17.4 10.7 16.1 9.82 12.1

-

- 21.3 13.6 16.2 8.35 25.4 16.4 19.7 10.2 30.2 19.2 23.8 12.3

-

-

-

22.5 16.1 14.5 8.77 16.1 9.82 10.0

-

- 21.3 13.6 13.5 6.77 25.4 16.4 16.4 8.28 30.2 19.2 19.8 10.1

-

-

-

22.5 16.1 3.89 2.34

22.5 16.1

0 0

795

437

593

735

909

16.1 9.82 2.60

- 21.3 13.6 3.51 1.76 25.4 16.4 4.34 2.1 7 30.2 19.2 5.34 2.67

-

-

-

16.1 9.82

0

- 21.3 13.6

0 0

25.4 16.4

0 0

30.2 19.2

0 0

-

-

- F = Factored axial load. M, and M, values in italic type are governed by 1 . 2 ~ s and a higher value may be used in some circumstances. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 158


BS 5950-1 : 2000

I BS EN 10210-2: 1997 I HOT-FINISH ED


RECTANGULAR HOLLOW SECTIONS TO AXIAL COMPRESSION AND BENDING

,alue of F/P, 7.0 8.0

56.3 43.5 25.8 19.8 12.3 12.3

73.2 56.5 33.1 25.5 16.1 16.1

87.3 67.4 39.1 30.1 19.2 19.2

103 79.7 45.2 34.7 22.5 22.5

87.0 67.4 30.2 23.3 15.2 14.8

114 88.7 39.1 30.1 20.2 19.6

D

137 46.2 24.4 -



9.0

34.6 15.7 12.3

45.0 20.2 16.1

53.6 23.8 19.2

63.4 27.5 22.2

53.7 18.5 14.4

70.6 23.9 19.1

84.8 28.2 23.0

101 32.9 27.4

B Y

10.0

28.2 12.8 11.5

36.6 16.4 15.2

43.6 19.4 18.3

51.6 22.4 21.7

43.8 15.0 14.0

57.6 19.4 18.5

69.1 22.9 22.3

82.3 26.7 26.6

Y

(m) within 4.0

159 76.1 12.3

208 97.9 16.1

248 116 19.2

295 134 22.5

235 89.2 16.1

311 116 21.3

376 137 25.4

451 160 30.2

Section Designation I F/P, I Compression Resistance P,,, P, (kN) and Buckling Resistance Moment Mb (kNm)

the 5.0

107 49.6 12.3

139 63.7 16.1

166 75.3 19.2

196 87.1 22.5

162 58.2 16.1

214 75.4 21.3

257 89.0 25.4

307 104 30.2

and Capacities (kNm) I Limit I Vai

1.5 2.0

361 337 321 249 12.3 12.3

485 452 427 325 16.1 16.1

596 553 519 389 19.2 19.2

735 677 627 458 22.5 22.5

416 398 366 288 16.1 16.1

564 539 490 380 21.3 21.3

698 665 599 455 25.4 25.4

ing effective lengths L

T - 299 1 79 12.3 12.3 12.3

16.1 16.1 16.1

482 393 274 198 ;i: 19.2 19.2

208 152 ;l.: 16.1 16.1

21.3 21.3 21.3 ?=-I-= ZlZ 25.4 25.4

- 457 176 25.4

~

I

755 1 660 I 551 =I-= 30.2 30.2 206 30.2 __

miting 6.0 -

- 75.7 34.8 12.3 -

- 98.4 44.7 16.1 -

- 117 52.8 19.2

~

- 139 61.1 22.5 -

- 116 40.9 16.1

~

- 153 52.9 21.3 -

184 62.5 25.4

~

21 9 72.9 30.2 -

106 35.6 23.7

~

Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb values in italic type are governed by 1.2~7 and a higher value may be used in some circumstances.

FOR EXPLANATION OF TABLES SEE NOTE 10.2 Mbs Should be taken as equal to Mb.

D - 159


ination t

mm 5.0

6.3

8.0

10.0

5.0

6.3

8.0

10.0

12.5

Per Metre

kg 14.7

18.2

22.6

27.4

18.6

23.1

28.9

35.3

42.8

1 0.5

25.9 ' 19.9 l 18.7

12.6 131.2 I , 24.2

22.8 15.4

I , L

0.6 0.7 0.8

25.9 25.9 25.9 19.9 19.9 19.9 15.3 11.6 7.80 10.2 7.72 5.20 31.2 31.2 31.2 24.2 24.2 24.2 18.7 14.2 9.62 12.5 9.51 6.42

0.9

25.9 19.9 3.94 2.63 31.2 24.2 4.88 3.25 37.3 29.0 6.03 4.02 43.3 33.3 7.28 4.86 42.0 32.0 6.26 4.17 51.1 39.1 7.77 5.18 61.8 47.9 9.67 6.45 72.8 56.7 11.8 7.84 84.3 65.2 14.2 9.50

1.0

25.9 19.9 0 0

31.2 24.2 0 0

37.3 29.0 0 0

43.3 33.3 0 0

42.0 32.0 0 0

51.1 39.1 0 0

61.8 47.9 0 0

72.8 56.7 0 0

84.3 65.2 0 0

x-x y-y

n/a n/a 1.00 1.00

n/a n/a 1.00 1.00

nla nla 1.00 1.00

n/a n/a 1.00 1.00

nla nla 1.00 1.00

n/a nla 1.00 1.00

nla n/a 1.00 1.00

n/a n/a 1.00 1.00

n/a n/a 1.00 1.00

Mcx

M, M,

M, Mcx

M, M,

M, Mm

M, Mrx M, Mcx

M, M,

M, MC, M, M,

M, MCX

Mc, M,

M, Mcx

M, M,

M, Mcx

M, M,

M, MCX M, M,

M,

27.5 25.2 22.2 18.8 15.3 11.7 7.92

36.6 I 33.5 I 29.5 I 24.8 I 20.1 I 15.2 I 10.3

43.3 33.3 33.0 22.3 42.0 32.0 29.8 20.2 51.1 39.1 36.9

43.3 43.3 43.3 33.3 33.3 33.3 27.3 20.9 14.2 18.3 14.0 9.52 42.0 42.0 42.0 32.0 32.0 32.0 24.4 18.5 12.4 16.3 12.3 8.28 51.1 51.1 51.1 39.1 39.1 39.1 30.1 22.8 15.4

53.6 84.3

49.1 43.2 36.7 29.8 22.8 15.4 84.3 84.3 84.3 84.3 84.3 84.3





I


F/P, Limit I Moment Capacity M,,, M, (kNm) and Reduced Moment Capacity M,, M, (kNm) Section I Mass Axial Load

2apacity

kN 664

' 2 = AgP,

824

1020

1240

841

1050

1310

1590

1940

for Ratios of Axial Load to Axial Load CaDacitv F/P.

De: Semi-Compact D x B

mm 20x80

50x1 00

- 0.2

- 25.9 19.9 25.2 18.7 31.2 24.2 30.8 22.7 37.3 29.0 37.3

-

-

- 0.3

- 25.9 19.9 23.7 17.1 31.2 24.2 28.9 20.8 37.3 29.0 35.3

-

-

- 0.4

- 25.9 19.9 21.5 15.0 31.2 24.2 26.2 18.3

-

- 0.0

- 25.9 19.9 25.9 19.9 31.2 24.2 31.2 24.2 37.3 29.0 37.3 29.0 43.3 33.3 43.3 33.3 42.0 32.0 42.0 32.0 51.1 39.1 51.1 39.1 61.8 47.9 61.8 47.9 72.8 56.7 72.8 56.7 84.3 65.2 84.3 65.2

-

-

-

-

-

-

-

-

-

- 0.1

- 25.9 19.9 25.9 19.6 31.2 24.2 31.2 23.8 37.3 29.0 37.3 28.9 43.3 33.3 43.3 33.3 42.0 32.0 41.7 31.5 51.1 39.1 51.1 38.4 61.8 47.9 61.8 47.2 72.8 56.7 72.8 56.3 84.3 65.2 84.3 65.2

-

-

-

-

-

-

-

-

-

37.3 29.0 32.0

43.3 33.3 43.3 32.4 42.0 32.0 40.3 30.0 51.1 39.1 49.7

-

-

43.3 33.3 41.6 29.7 42.0 32.0 37.8 27.5 51.1 39.1 46.7

-

-

43.3 33.3 37.9 26.2 42.0 32.0 34.3 24.0 51.1 39.1 42.4

-

-

61.8 47.9 60.9 44.9 72.8 56.7 72.8

-

61.8 47.9 57.1

61.8 47.9 51.9

61.8 47.9 45.1

61.8 47.9 37.1

61.8 47.9 28.2

61.8 47.9 19.1

41.2 72.8 56.7 68.6

- 36.1 72.8 56.7 62.4

-

65.2 84.3 63.2 -

65.2 81.4 57.9 -

65.2 73.9 51.2 -

F = Factored axial load. Mc and M, values in italic type are governed by 1.2p,Z and a higher value may be used in some circumstances. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 160


I Bs5950-1: 2000 I AXIAL LOAD & BENDING BS EN 10210-2: 1997





Section Designation and CaDacities (kNrn) D x B

mm 20x80

50x1 00

I ,

t

rnm 5.0 p+Zx = 21.6 p$,= 17.1

6.3

P y z x = 26 pJ, = 20.4

8.0 p&, = 31.1 pyZ, = 24.2

10.0 p q X = 36.1 PyZ, = 27.7

5.0

Pyzx = 35 PyZ, = 27.9

6.3 p,Zx = 42.6 pyz,= 33.7

8.0 pJx = 51.5 pyZ, = 40.5

10.0 p,Z, = 60.7 p,Zy = 47.2

12.5 p,Zx = 70.3 pyz, = 54.3

Y

Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances.








FIP, Limit I Moment Capacity Mcx, M, (kNrn) and Reduced Moment Capacity M,, M, (kNm) - Mass

Per Metrc

Section Axial Load

Capacity

kN p z = AgP,

nation semi-compact I for Ratios of Axial Load to Axial Load Capacity FIP,

De: D x B

rnm

Compact + t

mm

- 0.0

32.6 TTT 32.6 32.6 32.1

0.1 0.2 0.3 0.8

- 31.3 17.7

- 39.6 24.8 12.6

0.9

28.9 17.7

-

- 39.6 24.8 6.39

1 .o - x-x kg -

14.4 Y-Y - -

Mcx M,

Mrx

32.6 17.7 32.6

39.6 24.8 39.6

-

32.6 17.7 32.6

39.6 24.8 39.6

-

32.6 17.7 32.1

39.6 24.8 39.4

-

32.6 17.7 30.2

39.6 24.8 37.1

-

$ $

- 39.6 24.8 0

4.0

5.0

653

806

60x80

'00x1 00

0.927 0.581

- nla 1 .oo

17.7

- 17.8

- 39.6 24.8 18.8

1 .oo 0.00

6.3 22.2 48.1 30.8 48.1 30.8 57.9 37.6 57.9 37.6 68.6 43.9 68.6 43.9 63.5 34.6 63.5

-

-

-

48.1 30.8 48.1 30.3 57.9 37.6 57.9 36.9 68.6 43.9 68.6 43.6 63.5 34.6 63.5

-

-

-

48.1 30.8 48.1 28.6 57.9 37.6 57.9 34.9 68.6 43.9 68.6 41.1 63.5 34.6 62.8

78.0 49.1 77.3

95.0 61.1 95.0 56.6 113 73.1 113 67.8 134 85.6 134 80.6

-

-

-

-

-

-

-

-

48.1 30.8 45.4 25.8 57.9 37.6 55.9 31.4 68.6 43.9 66.8 37.3 63.5 34.6 59.1

78.0 49.1 72.8

95.0 61.1 90.1 51.1

-

-

-

-

-

48.1 30.8 30.2 15.3 57.9 37.6 37.4 18.8 68.6 43.9 44.8 22.6 63.5 34.6

-

-

-

- 78.0 49.1 48.4

95.0 61.1 60.0 30.3

-

48.1 30.8 23.2 11.6 57.9 37.6 28.6 14.3 68.6 43.9 34.5 17.3 62.6 34.6

-

-

-

- 78.0 49.1 37.0

48.1 30.8 15.6 7.83 57.9 37.6 19.4 9.71 68.6 43.9 23.4 11.7 61 .O 34.6

-

-

-

- 78.0 49.1 24.9

48.1 30.8 7.91 3.96 57.9 37.6 9.84 4.93 68.6 43.9 12.0 5.98 56.4 34.6

-

-

-

- 78.0 49.1 12.6

48.1 30.8 0 0

57.9 37.6 0 0

68.6 43.9 0 0 $ $

-

-

-

- 78.0 49.1 0

48.1 48.1 30.8 30.8 41.4 36.4 22.4 18.9 57.9 57.9 37.6 37.6 51.1 44.9 27.4 23.2 68.6 68.6 43.9 43.9 61.1 53.8 32.6 27.7 63.5 63.5 34.6 34.6 54.0 47.4

78.0 78.0 49.1 49.1 66.5 58.4

95.0 95.0 61.1 61.1 82.3 72.3 44.4 37.4

1000

1250

1520

1020

nla 1 .oo

nla 1 .oo

27.6 8.0

10.0

5.0

nla 1 .oo -

nla 1 .oo - 0.927 0.582

nla 1 .oo

M, Mcx

- 33.7

nla 1 .oo

- 22.6

28.1

- 35.1

1270 78.0 49.1 78.0

95.0 61.1 95.0 61.1

-

78.0 49.1 78.0

95.0 61.1 95.0 59.9 113 73.1 113 71.8 134 85.6 134 85.4

-

-

-

-

6.3

8.0

nla 1 .oo -

nla 1 .oo

1 .oo 0.00

95.0 61.1 46.0 23.0

95.0 61.1 31 .O 15.5

95.0 61.1 15.7 7.86

95.0 61.1 0 0

1590 nla 1 .oo

43.1

- 52.7

-

1950 113 73.1 113 73.1 134 85.6 134 85.6

-

-

113 73.1 109 61.3 134 85.6 130 72.9

-

-

113 73.1 99.7 53.4 134 85.6 119 63.8

-

-

113 73.1 87.6 45.2 134 85.6 105 54.2

-

-

113 73.1 72.9 36.7 134 85.6 87.3 44.2

-

-

113 73.1 55.8 28.0 134 85.6 67.4 33.8

-

-

113 73.1 37.8 18.9 134 85.6 45.8 23.0

-

-

113 73.1 19.2 9.60 134 85.6 23.4 11.7

-

-

113 73.1 0 0 134 85.6 0 0

-

-

10.0

12.5

nla 1 .oo -

nla 1 .oo -

nla 1 .oo

2380 nla 1 .oo

The section is slender, M, = pSyen if web is not slender and M, = p& if web is slender. F = Factored axial load. Mc and M, values in italic type are governed by 1.2pG and a higher value may be used in some circumstances. $ For these values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 162



1.5

637 601 27.2 32.6 786 739 39.6

976 915 48.1

1220 1140 57.9

-~



2.0

623 550 27.2 32.6 768 674 39.6

952 831 48.1

1190 1020 57.9



1480 1380 68.6

1010 968 52.9 63.5 1250 1210 78.0

1570 1510 95.0

1920 1840 113

2350 2240 134

Y

1440 1230 68.6

990 924 52.9 63.5 1230 1150 78.0

1540 1430 95.0

1890 1750 113

2310 2120 134

Section Designation I FIP, I Compression Resistance P,,, P, (kN) and Buckling Resistance Moment Mb (kNm) and Ca D x B

mm 60x80

'00x1 00

cities IkNm) I Limit I mm I I I

9 4.0 I 0.927 I p,, 1 650 p?, = 27.2 I p, I 631 p?,= 18.4 0.927 I Mb I 27.2

0.581 Mb 32.6 5.0 1.00 p, 802

P?x = 33 p, 778 p&=22.1 1.00 Mb 39.6

6.3 1.00 pcx 996

p?, = 40.1 p, 965 p?,= 26.6 1.00 Mb 48.1

8.0 1.00 pcx 1240

pJ, = 31.6 1- Pyzx=48.3

10.0 I 1.00 I pcx I 1510

PJx=57.2 p?, = 36.6

$5.0

p?,= 35.9 0.927 52.9 PS, = 52.9

I 0.582 [ Mb I 63.5 6.3 I 1.00 I pc, I 1270

P?x=65 pyz, = 43.7

p?, = 79.2 1560 pg, = 52.5 1 .OO 95.0

pJ, = 94.4 1910 pJ,= 61.8 1.00

12.5 1.00 Pcx 2380

ling effective lengths 1

604 579 545 292

27.2 27.2 27.2 32.6 32.6 32.6 + 'OIT 39.6 39.6 39.6

923 883 827 697 548 427 48.1 48.1 48.1

1150 1100 1020 846 659 511 57.9 57.9 57.9

1390 1330 1230 1000 771 595 68.6 68.6 68.6

971 I ;zi 1 iz: 858 52.9 52.9 52.9 63.5 63.5 63.5 t 1210 1180 1150

1850 I 1800 I 1750 1600 1380 1140 +i+

for (m) within the limiting

27.2 27.2 27.2

=IY- 39.6 39.6 39.6

754 I 582 I 436 338 223 158 48.1 48.1 48.1

928 710 530 403 266 188 57.9 57.9 57.9

1110 843 626 469 309 218

884 I 780 I 643 527 I 361 I 259 52.9 I 52.9 I 52.9

1670 I 1450 1 1170

2020 1740 1400 *

ralue of FIP,

225 80.6 62.2 49.4

1 97.2 75.0 59.6 ' 39.6 39.6 37.7

333 260 209 117 90.4 71.8 48.1 48.1 46.0

403 315 253 139 108 85.4 57.9 57.9 56.2

476 371 297 162 125 99.0 68.6 68.6 66.6

513 I 411 I 333

63.5 63.5 63.5 * 95.0 95.0 95.0

928

I I

48.5

~ 58.4 45.0

__

207 69.5 54.9

243 80.5 65.1

___

-

-

274 97.1 52.9 63.5 337 118 78.0

-

- -

- 41 2 143 95.0

49 1 168 113

-

-

-

581 195 134

~

- 0 The section can be slender but no allowance has been made in calculating P,, and P,. Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb values in italic type are governed by 1.2pg and a higher value may be used in some circumstances.


D - 163


BS 5950-1 : 2000 I BS EN 10210-2: 1997 I

HOT-FINISHED


Section De

D x B

mm 00x1 20

'00x1 50

nation t

mm 5.0

6.3

8.0

10.0

8.0

10.0

B RECTANGULAR HOLLOW SECTIONS ryl



- Mass

Per Metre

kg - 24.1

30.1

37.6

46.3

- 41.4

- 51 .O

-

I


Axial I F/P, Limit I Moment Capacity M,, M, (kNm) and Reduced Moment Capacity M,, M, (kNrn) for

Ratios of Axial Load to Axial Li

0.3

- 71.6 43.6 65.2

- 88.2 62.0 80.5

- 108 77.4 99.6 65.9 129 93.4 121 79.5 127 104 114 90.5 152 126 138 110

-

-

-

-

0.4

- 71.6 43.6 59.4

- 88.2 62.0 73.3

- 108 77.4 90.7 57.5 129 93.4 110 69.4 127 104 103 79.6 152 126 125 96.5

-

-

-

-

0.5

- 71.6 43.6 51.9

- 88.2 62.0 64.0

- 108 77.4 79.2 48.5 129 93.4 96.1 58.7 127 104 88.8 67.1 152 126 108 81.5

-

-

-

-

.d Capacity FIP. 0.6

- 70.5 43.6

- 88.2 62.0 52.6

- 108 77.4 65.1 39.2 129 93.4 79.1 47.6 127 104 72.2 54.2 152 126 87.9 66.0

-

-

-

-

0.7

- 69.6 43.6

- 88.2 62.0 39.8

- 108 77.4 49.5 29.7 129 93.4 60.2 36.2 127 104 54.7 41 .O 152 126 66.7 50.1

-

-

-

-

43.6 43.6

U 88.2 88.2 88.2

w 152 152 152

The section is slender, M, = pyZyeff if web is not slender and M, = py,Zy if web is slender. F = Factored axial load. M, and M, values in italic type are governed by 1.2p,Z and a higher value may be used in some circumstances. $ For these values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 164



sities (kNm) t

mm 0 5.0 p,Zx = 59.6 p?,=45.1

6.3 p?, = 73.5

pyZ,=55

8.0 p?, = 89.8 p,Zy=66.7

10.0

p,Zx = 108 pJ,=79.2

8.0

p,Zx = 105 p,Z,=89.8

10.0

p,Zx = 127 p$,=107



Limit for Varying effective lengths LE (m) within the limiting value of F/P,

L ( m ) 1.0 1.5 2.0 2.5 3.0 3.5 4.0 5.0 6.0 7.0 8.0 9.0 10.0

0.927 p,, 1090 1080 1060 1040 1020 991 955 851 711 572 459 373 308

p, 1080 1050 1020 976 913 825 719 520 380 286 223 178 145

0.927 Mb 59.6 59.6 59.6 59.6 59.6 59.6 59.6 59.6 59.6 59.6 59.6 59.6 59.6

0.544 Mb 71.6 71.6 71.6 71.6 71.6 71.6 71.6 71.6 71.6 71.6 71.6 71.6 71.6

1.00 pcx 1360 1340 1320 1300 1270 1230 1190 1060 878 705 565 459 378

p, 1340 1310 1270 1210 1130 1020 884 636 463 349 272 217 177

1.00 Mb 88.2 88.2 88.2 88.2 88.2 88.2 88.2 88.2 88.2 88.2 88.2 88.2 88.2

1.00 pcx 1700 1680 1660 1630 1590 1540 1480 1310 1090 868 695 564 465

p, 1680 1640 1590 1520 1410 1260 1090 779 566 426 331 264 216

1.00 Mb 708 708 708 708 708 708 708 708 108 108 708 708 708

1.00 p,, 2090 2060 2030 1990 1950 1890 1810 1590 1310 1040 835 676 557

p, 2060 2010 1940 1850 1710 1520 1300 926 671 505 392 313 255 1.00 Mb 129 129 129 729 129 729 729 129 129 729 129 129 129

1.00 p,, 1870 1850 1830 1790 1760 1710 1650 1480 1240 1000 808 658 543

p, 1870 1830 1790 1740 1680 1590 1480 1180 898 690 541 435 356

1.00 Mb 127 127 727 727 127 127 127 127 127 127 127 127 127

1.00 Pc, 2300 2280 2240 2200 2150 2090 2020 1800 1510 1210 973 791 653

p, 2300 2250 2200 2140 2060 1950 1800 1420 1080 828 649 521 427

1.00 Mb 152 752 752 752 752 152 152 752 152 752 152 152 152 I I I I I I I I I I I I I I 1 I



Section Designation I F/P, I Compression Resistance P,, P, (kN) and Buckling Resistance Moment Mb (kNm) I and Cai D x B

mm

!OOx120

lOOxl50

9 The section can be slender but no allowance has been made in calculating P,, and P,. Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb values in italic type are governed by 1.2~s and a higher value may be used in some circumstances. Mbs should be taken as equal to Mb. FOR EXPLANATION OF TABLES SEE NOTE 10.2


Section De!

D x B

mm

250x1 00

250x1 50

141

- 174 124 174

210 151 32.9 19.7 252 182 40.3

~ 24.2

-

210 151 210 149 252 182 252 179 302 220 302 218

210 210 210 210 151 151 151 151 207 195 177 155 141 129 112 94.5 252 252 252 252 182 182 182 182 251 236 215 187 170 155 136 115 302 302 302 302 220 220 220 220 302 289 263 230 207 189 166 141






Moment Capacity Mcx, M, (kNm) and Reduced Moment Capacity M,, M, (kNm) for

Ratios of Axial Load to Axial Load CaDacitv FIP, - 1 .o - 161 89.1 0 0 192 106 0 0 $ $

-

-

- 0.0

- 161 89.1 161 89.1 192 106 192 106 115 59.6 115

-

-

- 141 86.2 141

- 174 124 174

- 210 151 210 151 252 182 252 182 302

-

-

87.2 81.6 73.0 63.5 53.7

106 706 106 106 106 192 192 190 174 154 104 97.1 87.3 76.3 64.7 115 115 115 108 102 59.6 59.6 59.6 59.6 59.6 lI4 I 1:O I 1: I 1 I I 141 141 141 141 141 86.2 86.2 86.2 86.2 86.2

59.6 I 59.6 I 59.6 I $

- 138 86.2

~

139 86.2

~

135 86.2

127 86.2

~

174 124 104

- 210 151 127 76.4 252 182 154 93.0 302 220 190 114

-

-

-

174 124 78.9

- 210 151 96.5 58.0 252 182 118 70.7

-

174 124 53.0

174 124 26.7

174 124 0

~

210 151 65.1 39.1

210 151 0 0

252 182 79.5 47.8

252 182 0 0 302 220 0 0

-

-

302 220 145 87.3 -

302 1 220 ~ 98.6 ' 59.2 -

* The section is slender, M, = p,Zven if web is not slender and M, = pv& if web is slender. F = Factored axial load. Mc and M, values in italic type are governed by 1.2p,Z and a higher value may be used in some circumstances. $ For these values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2





Limit

1.00

1.00

1.00

1.00

Section Designation and CaDacities fkNrn)

LB (m) 2.0

pcx 2260 p, 2070 Mb 161

pcx 2770 p, 2530 Mb 192

D x B

mm !50x100

!50x 1 50 0.624

0.624 0.302 0.940

0.940 0.553 1.00

1.00

. , t

mrn 10.0 pSX= 135

P?, = 76

pcx 1360 p, 1320 Mb 95.5 Mb 115 pcx 1690 p, 1650 Mb 118 Mb 141 pc, 2130 p, 2070 Mb 174

12.5 p,Zx = 160 pyZ, = 88.4

5 5.0 p q x = 95.5 pyZ, = 72.4

141 1280

5 6.3 p?,= 118 p?,= 88.8

141 141 141 141 141 141 1070 896 758 647 558 486 8.0

p,Zx = 145 pq,= 109

10.0 p?,= 175 p?,= 130

1950 174

2550 2390 210

3130 2930 252

3900 3630 302

~

12.5 p T x = 210 pqZ, = 154

1730 174

2450 2110 270

3010 2570 252

3740 3140 302

~

16.0 p,Zx = 252 p,Z, = 183

654 174



526 431 359 304 260 226 174 174 174 174 174 174

Y

1.00

1.00

1.00

1.00

1.00

1.00

F/P, I Compression Resistance P,,, P, (kN) and Buckling Resistance Moment Mb (kNrn)

pcx 2620 2550

Mb 210 p, ~

pcx 3220 p, 3130 Mb 252

p, 4020 p, 3890 Mb 302

2310 1700 270

2830 2040 252

3510 2460 302

2110 1840 1300 999 270 270

2570 2230 1550 1190 252 252

3160 2720 1850 1420 302 302

Vai

- 21 90 1670 161 -

- 2690 1990 192

- 21 00 1130 161 -

- 2570 1340 192 -

1550 1390 + 2070 T 1990

ng effective lengths L X 7 p i - p

2380 2110 1780

1210 1110 976

Vt= 95.5 95.5 95.5

1510 1380 1210 a w 1890 1720 1510 1400 1080 832 ++4

for [m) within the limiting value of F/P,

318 I 254 I 207 I 172 I 145 I 124 I 107 161 I 151 I 147 I 143 I 139 I 136 I 132

1470 1210 1010 848 722 621 540 372 296 241 200 169 144 125 192 180 175 170 166 161 157

831 697 586 496 424 365 318 433 348 285 238 201 173 150 95.5 95.5 95.5 95.5 95.5 95.5 95.5 115 115 115 115 115 115 115 1030 863 724 613 523 451 393 532 428 351 292 247 212 184 118 118 118 118 118 118 118

1 270 270 270 270 270 270 270

.~

252 252 252 252 252 252 252

5 The section can be slender but no allowance has been made in calculating P, and P,. Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb values in italic type are governed by 1.2pG and a higher value may be used in some circumstances.

FOR EXPLANATION OF TABLES SEE NOTE 10.2 Mb, Should be taken as equal to Mb.


BS 5950-1 : 2000 BS EN 10210-2: 1997

HOT-FINISHED


RECTANGULAR HOLLOW SECTIONS TO AXIAL LOAD (COMPRESSION OR TENSION) AND BENDING


nation t

mm 8.0

10.0

6.3

8.0

10.0

12.5

16.0

De D x B

mm

Per Metre

kg 47.7

58.8

47.9

60.3

74.5

91.9

115

B

0.0

179 77.5 179

216 105 216 105 218 128

276 186 276

336 256 336 256 406 311 406 311

Section I Mass

0.1 0.2 0.3

179 179 179 77.5 77.5 77.5 179 179 175

216 216 216 105 105 105 216 216 214 103 95.1 84.7 218 218 218 128 128 128

276 276 276 186 186 186 273 263 247

336 336 336 256 256 256 335 323 303 252 240 220 406 406 406 311 311 311 406 394 370 306 292 268

00x1 00

- 00x200

0.9

179 77.5 32.0

216 105 39.3 13.1

276 186 40.6

336 256 50.1 33.4 406 311 61.7 41.1 494 383 77.2 51.5

1.0

179 77.5 0

216 105 0 0

$ $ $ $

276 186 0

336 256 0 0 406 311 0 0 494 383 0 0

CAPACITIES FOR S355

P,

Y

A g i y l V

Axial I F/P, Limit I Moment Capacity Mcx, M, (kNm) and Reduced Moment Capacity M,, M, (kNm)

Y-Y

1.00 0.00

n/a 1.00

1.00 0.00

n/a 1.00

nla 1.00

n/a 1.00

I CaDacitv I ComDact Load Semi-Compact

MCX

M, M, M, Mcx

M, M,

M, Mcx

M, M,

M, MCX M, M,

M, MCX

M, M,

M, Mcx M, M,

Mv Mcx M, Mm M,

161

216 105 197 73.6 213 128

276 186 224

336 256 275 192 406

kN I X-x

143

216 105 174 62.2 202 128

276 186 195

336 256 239 162 406

2160 I nla 1 .oo

2660 nla 1 .oo

21 70 0.684 0.00

2730 nla

t 1 .oo

5220 nla 1 .oo

for Ratios of Axial Load to Axial Load Capacity FIP,

The section is slender, M, = p,Zyefl if web is not slender and M, = py,Zy if web is slender. F = Factored axial load.

179 179 179 179 179 77.5 77.5 77.5 77.5 77.5

120

216 105 147 50.4 193 128

-

-

- 276 186 159

- 336 256 195 130 406 -

93.4

216 105 114 38.3 115 128

-

-

- 276 186 120

- 336 256 148 98.6 406 -

63.3

- 216 105 77.6 25.9 115 128

-

- 276 186 80.7

- 336 256 99.4 66.3 406 -

311 311 311 311 311 336 1 292 1 239 1 181 1 122 234 197 159 121 81.4 494 494 494 494 494 383 41 6 289 -

383 362 244 -

383 296 198 -

Mc and M, values in italic type are governed by 1.2p,Z and a higher value may be used in some circumstances. $ For these values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 168


BS 5950-1 : 2000

I BS EN 10210-2: 1997 I HOT-FINISHED




Section Designation and Capacities (kNm) D x B t

mm mm 00x100 8.0

pyZ,= 149 p&,=76.7

10.0

p&,= 180 p$,=90.5

00x200 $6.3

p,Zx = 185 p,ZY=149

8.0

pyZ, = 230 @,= 184

10.0

pyZ, = 280 p&= 223

12.5

p,Z, = 338 p&=268

16.0

p$,=411 p&=323


F/P, Limit for

Compression Resistance P,,, P, (kN) and Buckling Resistance Moment Mb (kNm)

Varying effective lengths LE (m) within the limiting value of F/P, L,(m) 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0

1.00 pcx 2140 2090 2030 1950 1830 1670 1460 1260 1070 914 785 679 593

p, 1960 1610 1130 772 553 413 320 255 208 172 146 124 108 1.00 Mb 179 179 179 179 779 179 161 155 150 145 140 135 130

1.00 p,, 2630 2570 2490 2390 2240 2040 1780 1530 1300 1110 950 822 717

p, 2400 1950 1350 918 657 491 380 302 246 205 173 148 128 1.00 Mb 216 216 276 216 276 216 194 187 180 174 168 162 156

0.684 p,, 2150 2110 2060 2000 1910 1790 1630 1440 1260 1090 941 819 717

pcy 2120 2050 1960 1810 1600 1340 1100 906 753 633 538 463 402 0.684 Mb 185 185 185 185 185 185 185 185 185 185 185 185 185

1.00 p,, 2710 2660 2590 2510 2400 2250 2050 1820 1580 1370 1180 1030 903

p, 2670 2580 2460 2270 2000 1670 1370 1120 933 784 667 574 498 1.00 Mb 276 276 276 276 276 276 276 276 276 276 276 276 276

1.00 p,, 3350 3280 3200 3100 2960 2770 2510 2220 1930 1670 1440 1250 1100

p, 3300 3190 3030 2790 2440 2030 1660 1360 1130 950 808 694 603 1.00 Mb 336 336 336 336 336 336 336 336 336 336 336 336 336

1.00 p,, 4130 4040 3940 3810 3630 3380 3050 2680 2320 2000 1720 1500 1310

p, 4060 3930 3730 3420 2970 2460 2000 1640 1360 1140 971 834 724 1.00 Mb 406 406 406 406 406 406 406 406 406 406 406 406 406

1.00 pcx 5180 5070 4940 4770 4540 4220 3800 3330 2870 2470 2130 1850 1620

p, 5100 4920 4660 4250 3650 3010 2440 1990 1650 1390 1180 1010 878 1.00 Mb 494 494 494 494 494 494 494 494 494 494 494 494 494

Y

$ The section can be slender but no allowance has been made in calculating P,, and P,. Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb values in italic type are governed by 1.2pg and a higher value may be used in some circumstances. Mbs should be taken as equal to M,. FOR EXPLANATION OF TABLES SEE NOTE 10.2


Section Mass ination

t

mm 8.0

10.0

12.5

16.0

8.0

10.0

12.5

16.0

Per Metre

kg 72.8

90.2

112

141

85.4

106

131

166

1.00 0.00

n/a 1.00

t

1.00 0.00

n/a 1.00

Mcx

M, M,

Mv Mcx

M, M,

M, Mcx

Mcy M,

M, Mcx

Mcy Mm

M, M,

MCY M,

M, Mcx

M, M,

M, Mcx

M, M,

M, M,

M, M,

Mv

1050 720 979 609

1050 1050 1050 1050 720 720 720 720 892 781 645 490 529 445 360 273






Axial I F/P, Limit I Moment Capacity Mcx, M, (kNm) and Reduced Moment Capacity M,, M, (kNm) for

Ratios of Axial Load to Axial Load Capacity FIP, De

D x B

mm

- 0.3

- 417 193 384

- 509 277 473

- 619 387 579

- 76 1 488 72 1

- 0.4

- 404 193

- 509 277 432

- 619 387 529

- 76 1 488 659

- 0.5

- 377 193

- 509 277 379

- 619 387 464

- 76 1 488 579

- 0.6

- 353 193

- 509 277

- 619 387 386

- 76 1 488 48 1

- 0.7

- 195 193

- 501 277

- 619 387 294

- 76 1 488 367

- 0.8 - 0.9

$ $

-

- 452 277

- 619 387 99.9

- 76 1 488 126 62.8

$ $

-

- 1 .o

$ $

-

- $ $

- 619 387 0

- 76 1 488 0 0 $ $

-

- 0.0

- 417 193 417

- 509 277 509

- 619 387 619

76 1 488 76 1 488 570 261

-

- 0.1

- 417 193 417

- 509 277 509

- 619 387 619

- 76 1 488 76 1 479 570 261

-

- 0.2

- 417 193 408

- 509 277 502

- 619 387 61 5

- 76 1 488 76 1 452 570 261

-

- 195 193

- 489 277

- 619 387 198

- 76 1 488 248 124 $ $

-

~00x200 3290 0.624 0.323

0.927 0.582

1 .oo

6350 n/a 1 .oo

.50~250 3870 0.492 0.00

261 I 261 I 261 I 261 I 261 699 373 699

- 852 529 852

699 373 699

699 373 678

- 852 529 833

699 373 637

409 373

- 852 529 263

$ $

- 852 529 132

$ $

- 852 529 0

4790 0.757 0.421

852 529 852

852 529 783

5930 n/a 1 .oo

1050 720 1050 720 -

1050 720 1050 708 -

1050 720 I 040 671

f 050 720 330 184

1050 720 167 92.7

1050 720 0 0

7490 n/a 1 .oo

The section is slender, M, = pJyet if web is not slender and M, = py,Z, if web is slender. F = Factored axial load. Mc and M, values in italic type are governed by 1.2~7 and a higher value may be used in some circumstances. $ For these values of F/Pz the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 170


imiting value 01 10.0 11.0

2530 2320 1190 1000 347 347 417 417 3120 2850 1450 1220 425 425 509 509 3840 3500 1750 1470 619 619


HOT-FINISH ED RECTANGULAR HOLLOW SECTIONS




Section Designation F/P, and Capacities (kNm) Limit for

Compression Resistance P,, P, (kN) and Buckling Resistance Moment Mb (kNm)

iin the 9.0 - - 2720 1430 347 41 7 3350 1740 425 509 41 30 2110 619

~

-

__

-

-

FIP, - 12.0

- 2090 853 347 41 7 2570 1040 425 509 3150 1250 619

~

-

~

- ~

Varying effective le 4.0 5.0 6.0

3200 3140 3070 3000 2790 2480 347 347 347 417 417 417 3960 3890 3800 3700 3440 3040 425 425 425 509 509 509 4900 4800 4690 4560 4220 3720 619 619 619

igths LE (m) w 7.0 8.0

2980 2870 2100 1730 347 347 417 417 3680 3540 2570 2110 425 425 509 509

4550 4370 3120 2560 619 619

D x B

mm

~00x200

t

mm

0 8.0 p q x = 347 p,.Zz, = 236

2.0 3.0

3290 3260 3230 3130 347 347 417 417 4080 4030 4000 3880 425 425 509 509 5040 4980 4940 4790 619 619

13.0 14.0

1880 1670 734 638 347 347 417 417 2300 2050 892 775 425 425 509 509 2810 2510 1080 935 619 619

' 3470 3090 1310 1140 761 761

I

2630 2400 1310 1140 475 475

0.624

0.624 0.323 0.927

0.927 0.582 1 .oo

1 .oo

0 10.0 pSx = 425 pyZ, = 287

12.5 p,Zx= 516 pyZ, = 346

16.0 I 1.00 I PCX 51 60 2570 76 1

~

3890 1520 76 1

~

76 1

3390 2380 475

___

2860 1510 475 -

0 8.0 0.492 p,

pJx = 475 p, p$,= 345 0.492 Mb

!j 10.0 0.757 p,

p,Zx = 582 p, p$,=421 0.757 Mb

0.421 Mb 12.5 1.00 Pcx

p,Zx= 710 p, p$,= 510 1.00 Mb

16.0 1.00 Pcx

p q X = 879 p, pJ,=626 1.00 Mb

150x250

475

41 90 291 0

3520 1830

4700 4630 4540 4520 4350 4110 582 582 582 699 699 699 5810 5720 5620 5580 5370 5070 852 852 852

7330 7220 7090 7040 6750 6350 1050 1050 1050 ~-

582 699

582 699

51 70 3550 852

~

- 6500 4360 1050

___

4330 2230 852

- 5400 2720 1050

0 The section can be slender but no allowance has been made in calculating Pcx and P,. Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances. Mb, should be taken as equal to Mb. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 171



Section Designation

D x B t

mm mm iOOx300 8.0

10.0

12.5

16.0

20.0

HOT-FINISHED

Mass Axial per Load

Metre Capacity

kg kN 98.0 4440

p, = $Pr

122 5500

151 6820

191 8630

235 10400

B

0.7

217 336

428 477

1090 681

RECTANGULAR HOLLOW SECTIONS p v q

0.8

$ $

428 477

1060 681



0.9

989 681

1390 994 214

1640 1180 256 154

1.0

$ $ $ $

$ $ $ $

$ $

1390 994 0

1640 1180 0 0

I


FIP, Limit I Moment Capacity M,, M, (kNm) and Reduced Moment Capacity M,, M, (kNm)

0.0

627 336

916 477 916

1120 681 1120

7390 994 1390

1640 1180 1640 1180

Semi-Compact I Ratios of Axial Load to Axial Load Ca

0.1 0.2 0.3 0.4 0.5 0.6

627 627 627 217 217 217 336 336 336 336 336 336

916 916 916 866 816 773 477 477 477 477 477 477 911 879 825 -

1120 7120 1120 1720 1720 1100 681 681 681 681 681 681 1720 1080 1020 925 807 -

1390 1390 1390 7390 1390 1390 994 994 994 994 994 994 7390 1360 1270 1160 1010 832

1640 1640 1640 1640 1640 1640 1180 1180 1180 1180 1180 1180 1640 1610 1510 1370 1200 987 1160 1100 1000 873 736 595

for

0.624 0.302

0.927 0.544

n/a

0.388

M, Mcx

M, M, M, Mcx

, Mcy M,

M, Mcx

1.00 M,

0.00 I I M,

7390 994 630

1390 994 424

1.00 1.00

1640 1640

751 506 451 1 304

1180 i i 8a

The section is slender, M, = pyZyea if web is not slender and M, = p&, if web is slender. F = Factored axial load. M, and M, values in italic type are governed by 1 . 2 ~ s and a higher value may be used in some circumstances. $ For these values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 172


BS 5950-1 : 2000 BS EN 10210-2: 1997 I


HOT-FINISHED

FIP, 12.0

3590 2310 621

4440 2860 763 916 5480 3500 935 1120 6880 4310 1390

8290 5150 1640

13.0

3390 2020 621

4190 2510 763 916 5160 3070 935 1120 6470 3780 1390

7800 4510 1640



RESISTANCES AND CAPACITIES FOR S355 Y -

- 14.0

- 31 70 1780

ice P,,, P, (kN) and E

cti;;ert;;Li (;y0wi for

ickling Resistance Moi ?ession Resist:

Varying effc

Section Designation and Capacities (kNm)

FIP, Limit

iin the limiting value 01 3.0

9.0 I 1°.O I ll.O

0.388 4430 4350 621 -

00x300 $8.0 p,Z, = 621 pyZ, = 472 0.388 621

- 391 0 221 0

0.624 5490 5400 763 91 6 6800 6680 935 1120 8600 8450

~

-

~

-

9 10.0 p,ZX = 763 pyZ, = 578 763

91 6 481 0 2700

- 0.624 0.302 0.927 6540 6430 6310

6170 5900 5520 935 935 935 1120 1120 1120 8270 8130 7970 7790 7410 6920 1390 1390 1390

9920 9760 9560 9320 8870 8270 1640 1640 1640

$ 12.5 p,Zx = 935 pvZv = 705 935

1120 6020 3330 1390

-

~

- 7270 3970 1640 -

-

0.927 0.544 1 .oo 16.0

p,Zx= 116C p,Zv = 870 1 .oo 1390

- 1030C i o i oa

1 .oo 20.0 p,Zx = 136C pq,= i o i a 1 .oo 1640

- $ The section can be slender but no allowance has been made in calculating P,, and P,. Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances.



Load 0.6

0.386 0.259 0.456 0.311 0.515 0.359 0.635 0.419 0.758 0.509 0.869 0.593 1.06

0.741 1.14

0.808 1.26

0.833 1.46

0.974 1.64 1.11 1.81 1.24 1.67 1.10 1.94 1.29 2.19 1.47 2.43 1.64 2.85 1.97

Capacity F 0.7

0.386 0.200 0.456 0.240 0.515 0.277 0.635 0.324 0.758 0.393 0.869 0.458 1.06

0.572 1.14

0.624 1.26

0.643 1.46

0.753 1.64

0.856 1.81

0.954 1.67

0.846 1.94

0.994 2.19 1.13 2.43 1.27 2.85 1.52


COLD-FORMED D CIRCULAR HOLLOW SECTIONS SUBJECT



Y CAPACITIES FOR S355 ~

Mor

0.1

lent Car

R 0.2

d Reduc for

to Axia 0.5

Nm)

0.9

3city M,

itios of i 0.3

kNm) ai

Kial Loa 0.4

Section

Metre Capacity

- 1 .o 0.0

0.386 0.356

0.386 0.31 1

0.386 0.136

0.386 0.069

0.386 0

0.456 0

0.515 0

0.635 0

0.758 0

0.869 0

1.06 0

1.14 0

1.26 0

1.46 0

1.64 0

1.81

- - - - - - - - - 7

-

p 0 -

2.85 0

0.386 0.386 0.456 0.456 0.515 0.515 0.635 0.635 0.758 0.758 0.869 0.869 1.06 1.06 1.14 1.14

-

-

0.386 0.386 0.456 0.456 0.515 0.515 0.635 0.635 0.758 0.758 0.869 0.869 1.06 1.06 1.14 1.14

-

0.386 0.386 0.456 0.456 0.515 0.515

0.386 0.386 0.456 0.456 0.515 0.515 0.635 0.635 0.758 0.758 0.869 0.869 1.06 1.06 1.14 1.14

-

Mr 68.2 M,

79.9 M,

70.6 M,

Mr

Mr

Mr 87.0 M,

Mr 103 M,

132 M,

147 M, M.

Mr

Mr

0.456 0.428

0.456 0.374

0.456 0.083 0.515 0.096

0.456 0.163 0.515 0.1 89

0.515 0.494

0.515 0.432

0.635 0.577

0.635 0.505

0.635 0.220

0.635 0.1 12

0.635 0.635 0.758 0.758 0.869 0.869 1.06 1.06 1.14 1.14

0.758 0.701

0.758 0.612

0.758 0.268

0.758 0.136 0.869 0.158

0.869 0.81 6

0.869 0.713

0.869 0.31 2

1.06 1.02

1.06 0.389

1.06 0.197 1.14

0.21 5 1.26

0.222 1.46

0.259 1.64

0.295 1.81

-

-

' 0.292 - 0.343

0.391

0.437

0.523

1.06 0.891 1.14

0.971

2.93

3.24 1.14 1.11

1.14 0.425

42.4 1.26 1 .oo 1.46 1.17

' 1.64 1.33 1.81

1.32 -

2.43

2.85 2.36

1.26 0.438 1.46

0.512 1.64

0.583 1.81

~ 0.649 1.67

0.576

-

0.677

0.772

0.863

2.5 2.46 111 M, 1.26 1.26 1.26 1.26 1.26

M, 1.26 1.26 1.26 1.26 1.15 3.0 2.91 132 M, 1.46 1.46 1.46 1.46 1.46

Mr 1.46 1.46 1.46 1.46 1.34 3.5 3.36 152 M, 1.64 1.64 1.64 1.64 1.64

M, 1.64 1.64 1.64 1.64 1.53 4.0 3.79 171 M, 1.81 1.81 1.81 1.81 1.81

Mr 1.81 1.81 1.81 1.81 1.70 48.3 2.5 2.82 128 M, 1.67 1.67 1.67 1.67 1.67

F = Factored axial load. M, and Mr values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances. FOR EXPLANATION OF TABLES SEE NOTE 10.2


I BS5950-1: 2000 I AXIAL LOAD & BENDING BS EN 10219-2: 1997

COLD-FORMED CIRCULAR HOLLOW SECTIONS SUBJECT TO AXIAL COMPRESSION AND BENDING



M, and M,, should be taken as equal to M,. FOR EXPLANATION OF TABLES SEE NOTE 10.2






Y CAPACITIES FOR S355 - d Red1

for I to Axi

0.5 -

- city Mr

p z - 0.8

MO

- 0.1

ed Mor

Load ( 0.6 -

ection Mass Axial load signation per Capacity

lent Car

R 0.2

acity M,

itios of I 0.3

kNm) ai

xial Loa 0.4

mt Cap

pacity I 0.7

Nm)

0.9

0 D

mm 0.0 1 .o 60.3 2.68

2.68 2.68 2.64

2.68 2.40

2.68 2.10

2.68 1.74

2.68 1.35

2.68 0.91 i

2.68 0.464

2.68 0

2.5 3.56 161 M,

Mr

2.68 2.68 3.14 3.14 3.57 3.57 3.98 3.98 4.73 4.73 4.39 4.39 5.15 5.15

- - - -

2.68 2.68 3.14 3.14 3.57 3.57 3.98 3.98 4.73 4.73 4.39 4.39 5.15 5.15

3.14 2.48

3.14 2.06 3.57 2.36 3.98 2.65 4.73 3.19 4.39 2.82

- - -

-

3.14 1.08 3.57 1.24

- 3.14

0 3.0 4.24 192 M,

3.5 4.90 222 M, Mr

Mr

Ml

Ml

Mr

4.0 5.55 251 M,

5.0 6.82 308 M,

2.5 4.54 205 M,

3.0 5.41 245 M,

3.5 6.27 283 M, Mr

3.14 3.14 3.57 3.57 3.98 3.98 4.73 4.73 4.39 4.39 5.15 5.15

3.14 3.12 3.57 3.57 3.98 3.98 4.73 4.73 4.39 4.27

3.14 2.83 3.57 3.25 3.98 3.65 4.73 4.39 4.39 3.88

3.14 1.59 3.57 1.82 3.98 2.05 4.73 2.47

- 3.14 0.548 3.57 0.628 3.98 0.705 4.73 0.850 4.39 0.750

3.57 2.84 3.98 3.1 9 4.73 3.84 4.39 3.39

- -

-

3.57 0

3.98 1.39 4.73 1.68 4.39 1.48

-

-

3.98 0

4.73 0

76.1

- 88.9

- 114.:

-

4.39 2.18

4.39 0

5.15 5.06

5.15 4.60

5.15 4.02 5.92 4.64

- 5.15 3.34 5.92 3.86

- 5.15 2.58 5.92 2.98

- 5.15 1.76 5.92 2.03

- 5.15 0.889 5.92 1.03

5.15 0

5.92 0

5.92 5.31

5.92 5.92 6.60 6.60 7.92 7.92 7.16 7.16 8.22 8.22 9.24 9.24 11.2 11.2 12.1 12.1 13.9 13.9 15.7 15.7 19.2 19.2 22.4 22.4

5.92 5.92 6.60 6.60 7.92 7.92 7.16 7.16 8.22 8.22 9.24 9.24 11.2 11.2 12.1 12.1 13.9 13.9 15.7 15.7 19.2 19.2 22.4 22.4

-

-

-

-

5.92 5.92 6.60 6.60 7.92 7.92 7.16 7.16 8.22 8.22 9.24 9.24 11.2 11.2 12.1 12.1 13.9 13.9 15.7 15.7 19.2 19.2 22.4 22.4

5.92 5.85 6.60 6.58 7.92 7.92 7.16 6.99 8.22 8.07 9.24 9.14 11.2 11.1 12.1 11.8 13.9 13.6 15.7 15.4 19.2 18.9 22.4 22.3

6.60 5.22 7.92 6.35 7.16 5.55 8.22 6.40 9.24 7.25 11.2 8.84 12.1 9.34 13.9 10.8 15.7 12.2 19.2 15.0 22.4 17.7

- -

-

-

-

-

- -

-

-

-

6.60 4.34 7.92 5.28 7.16 4.61 8.22 5.32 9.24 6.03 11.2 7.34 12.1 7.76 13.9 8.97 15.7 10.2 19.2 12.5 22.4 14.7

- -

-

-

-

-

- -

-

-

-

6.60 2.28 7.92 2.78 7.16 2.42 8.22 2.80 9.24 3.17 11.2 3.86 12.1 4.08 13.9 4.72 15.7 5.34 19.2 6.56 22.4 7.72

- -

-

-

-

-

- -

- - -

6.60 5.97 7.92 7.27 7.16 6.35 8.22 7.32 9.24 8.30 11.2 10.1 12.1 10.7 13.9 12.3 15.7 14.0 19.2 17.2 22.4 20.2

6.60 3.35 7.92 4.08 7.16 3.56 8.22 4.1 1 9.24 4.66 11.2 5.67 12.1 6.00 13.9 6.93 15.7 7.85 19.2 9.64 22.4 11.3

-

- - -

6.60 1.16 7.92 1.41 7.16 1.23 8.22 1.42 9.24 1.60 11.2 1.95 12.1 2.07 13.9 2.39 15.7 2.70 19.2 3.32 22.4 3.91

6.60 0

7.92 0

7.16 0

8.22 0

9.24 0

11.2 0

12.1 0

13.9 0

15.7 0

19.2 0

22.4 0

F = Factored axial load. M, and Mr values in italic type are governed by 1.2~7 and a higher value may be used in some circumstances. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 176



COLD-FORMED I CIRCULAR HOLLOW SECTIONS SUBJECT I TO AXIAL COMPRESSION AND BENDING



Section Designation I Mass I Compression Resistance P, (kN) I

Mb and Mbs should be taken as equal to M,. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 177



Section Designation

D t mm mm 139.7 4.0

5.0

6.0

8.0

10.0

12.5

168.3 4.0

5.0

6.0

8.0

10.0

12.5

193.7 4.0

4.5

5.0

6.0

8.0

10.0

12.5





Mass Axial load per Capacity for

Metre P, = $py kg kN FIP, 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 13.4 607 M, 23.9 23.9 23.9 23.9 23.9 23.9 23.9 23.9 23.9 23.9 23.9

16.6 753 M, 29.3 29.3 29.3 29.3 29.3 29.3 29.3 29.3 29.3 29.3 29.3

19.8 895 M, 34.4 34.4 34.4 34.4 34.4 34.4 34.4 34.4 34.4 34.4 34.4

26.0 1180 M, 43.9 43.9 43.9 43.9 43.9 43.9 43.9 43.9 43.9 43.9 43.9

32.0 1440 M, 52.4 52.4 52.4 52.4 52.4 52.4 52.4 52.4 52.4 52.4 52.4

39.2 1780 M, 62.2 62.2 62.2 62.2 62.2 62.2 62.2 62.2 62.2 62.2 62.2

16.2 731 GM, 35.3 35.3 35.3 35.3 35.3 35.3 35.3 35.3 35.3 35.3 35.3

20.1 912 M, 43.5 43.5 43.5 43.5 43.5 43.5 43.5 43.5 43.5 43.5 43.5

24.0 1090 M, 51.1 51.1 51.1 51.1 51.1 51.1 51.1 51.1 51.1 51.1 51.1

31.6 1430 M, 65.6 65.6 65.6 65.6 65.6 65.6 65.6 65.6 65.6 65.6 65.6

39.0 1760 M, 79.2 79.2 79.2 79.2 79.2 79.2 79.2 79.2 79.2 79.2 79.2


Ratios of Axial Load to Axial Load Capacity F/P,

M, 23.9 23.9 23.9 23.3 21.2 18.5 15.4 11.9 8.08 4.09 0

M, 29.3 29.3 29.3 28.7 26.1 22.8 18.9 14.6 9.96 5.04 0

M, 34.4 34.4 34.4 33.8 30.7 26.9 22.3 17.2 11.7 5.94 0

M, 43.9 43.9 43.9 43.9 39.9 34.9 29.0 22.4 15.2 7.72 0

M, 52.4 52.4 52.4 52.4 48.5 42.4 35.3 27.2 18.5 9.39 0

M, 62.2 62.2 62.2 62.2 58.3 51.0 42.4 32.7 22.3 11.3 0

Mr

M, 43.5 43.5 43.5 42.1 38.2 33.4 27.8 21.4 14.6 7.39 0

M, 51.1 51.1 51.1 50.0 45.4 39.7 33.0 25.5 17.3 8.77 0

M, 65.6 65.6 65.6 65.2 59.2 51.7 43.0 33.2 22.6 11.4 0

M, 79.2 79.2 79.2 79.2 72.1 63.0 52.4 40.5 27.5 13.9 0

M, 94.6 94.6 94.6 94.6 87.3 76.3 63.4 49.0 33.3 16.9 0 48.0 2170 M, 94.6 94.6 94.6 94.6 94.6 94.6 94.6 94.6 94.6 94.6 94.6

18.7 845 GM, 47.3 47.3 47.3 47.3 47.3 47.3 47.3 47.3 47.3 47.3 47.3

21.0 948 GM, 52.8 52.8 52.8 52.8 52.8 52.8 52.8 52.8 52.8 52.8 52.8

23.3 1050 GM, 57.9 57.9 57.9 57.9 57.9 57.9 57.9 57.9 57.9 57.9 57.9

27.8 1260 M, 68.6 68.6 68.6 68.6 68.6 68.6 68.6 68.6 68.6 68.6 68.6

36.6 1660 M, 88.6 88.6 88.6 88.6 88.6 88.6 88.6 88.6 88.6 88.6 88.6

45.3 2050 M, 107 107 107 107 107 107 107 107 107 107 107

55.9 2530 M, 129 129 129 129 129 129 129 129 129 129 129

Mr

Mr

Mr

M, 68.6 68.6 68.6 66.7 60.6 53.0 44.0 34.0 23.1 11.7 0

M, 88.6 88.6 88.6 87.3 79.3 69.3 57.6 44.5 30.3 15.3 0

M, 107 107 107 107 97.1 84.8 70.5 54.5 37.1 18.8 0

M, 129 129 129 I 129 . 118 I 103 . 85.8 . 66.2 . 45.1 ~ 22.8 . 0

F = Factored axial load. M, and M, values in italic type are governed by 1.2~7 and a higher value may be used in some circumstances. @M, = Min. ( pySen, 1.2~7 ) since the section is semi-compact subject to bending. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 178







I

10.0 68.9 - - 84.4

- 98.8

- 126

- 152

- 180

- 117

- 145

- 171

- 220

- 266

- 31 9

- 175

- 195

- 21 5

- 256

- 331

- 40 1

- 485

- Mb and M,, should be taken as equal to M,. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 179


0.4 59.8

67.7

75.0

88.6 78.4 115 103 140 126 163 148 169 153 206 190 83.8

94.1

112

145 129 177 158 207 186

1 214 193 262 240

0.5 59.8

67.7

75.0

88.6 68.5 115 89.6 140 110 163 129 169 134 206 166 83.8

94.1

112

145 112 177 138 207 163 214 169 262 210

244.5 4.5

5.0

6.0

8.0

10.0

12.0





CAPACITIES FOR S355

X X

Y - Mass

Per Metre

kg - 21.2

Section Designation

Moment Capacity M, .Nm)

- 0.9 59.8

67.7

75.0

kNm) and Redul

xial Load to Axia for

ed Mon

Load C

mt Cap;

ipacity F 0.7 59.8

67.7

75.0

city M, (

' P Z 0.8 59.8

Axial loac Capacity

kN 959

p z = AgP,

1080

1190

Ratios of I

0.6 59.8 - F/Pz 0.0 0.f 0.2 .0.3

CM, 59.8 59.8 59.8 59.8

1 .o 59.8 p

CM, 75.0 75.0 75.0 75.0

3 CM, 75.0 75.0 75.0 75.0

1 4 . 5 23.8 67.7 67.7 67.7

26.4 75.0 75.0 75.0 M, M, 88.6 88.6 88.6 88.6 31.5

- 41.6

- 51.6

~

1430

1890

2330

2770

2880

88.6 57.0 115 74.5 140 91.4 163 107 169 111 206 138 83.8

- -

-

88.6 15.2 115 19.8 140 24.3 163 28.6 1 69 29.7 206 36.7 83.8

-

- 94.1

88.6 44.0 115 57.5 140 70.6 163 83.0 1 69 86.1 206 107 83.8

-

88.6 29.9 115 39.2 140 48.0 163 56.5 1 69 58.6 206 72.5

88.6 0 115 0 140 0

1 63 0 169 0 206 0

83.8

7

M, 88.6 88.6 88.6 86.4

M, 115 115 115 115 M, 115 115 115 113

M, 140 140 140 140 M, 140 140 140 139

M, 163 163 163 163 M, 163 163 163 163 M, 169 169 169 169

16.0

61.3

63.7 M, 169 169 169 169 M, 206 206 206 206 M, 206 206 206 206

CM, 83.8 83.8 83.8 83.8

80.1 3620

26.6 1200 83.8

29.5 1330 94.1 94.1 94.1

112 +

94.1

112 35.3 1600 112 112 112

- 145 24.9

46.7 21 10 M, 145 145 145 145 M. I 145 I 145 I 145 I 142

145 93.5

145 72.2

145 49.1

145 0

57.8 2620 M, 177 177 177 177 M. I 177 I 177 I 177 I 174

177 115

177 88.6

177 ~ 60.3

177 ~ 30.5

68.8 31 10 M, 207 207 207 207 M. I 207 I 207 I 207 I 205

207 135

207 105

207 71.2

207 36.0

207 1 0

71.5

- 90.2

-

3230 214 c ' 175 -

214 108

1 262 ' 135

- -

214

91.8

214

46.5 4080

F = Factored axial load. M, and M, values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances. CM, = Min. ( pySeff, 1 . 2 ~ 7 } since the section is semi-compact subject to bending. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 180






D


Mb and M,, should be taken as equal to M,. FOR EXPLANATION OF TABLES SEE NOTE 10.2

~



COLD-FORMED

Section Designation

D t

mm mm 273 4.0

4.5

5.0

6.0

8.0

10.0

12.0

12.5

16.0

323.9 * 5.0

6.0

8.0

10.0

12.0

12.5

16.0

D

Mass Axial load per Capacity for

Metre P, = $py kg kN FIP, 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0

26.5 1200 GM, 88.4 88.4 88.4 88.4 88.4 88.4 88.4 88.4 88.4 88.4 88.4


Ratios of Axial Load to Axial Load Capacity FIP,

Mr 29.8 1350 $M, 102 102 102 102 102 102 102 102 102 102 102

Mr 33.0 1490 CM, 116 116 116 116 116 116 116 116 116 116 116

39.5 1790 CM, 140 140 140 140 140 140 140 140 140 140 140

52.3 2360 M, 183 183 183 183 183 183 183 183 183 183 183

64.9 2930 M, 223 223 223 223 223 223 223 223 223 223 223

77.2 3490 M, 262 262 262 262 262 262 262 262 262 262 262

80.3 3620 M, 271 271 271 271 271 271 271 271 271 271 271

101 4580 M, 334 334 334 334 334 334 334 334 334 334 334

39.3 1780 QM, 157 157 157 157 157 157 157 157 157 157 157

47.0 2130 GM, 197 197 197 197 197 197 197 197 197 197 197

62.3 2820 CM, 261 261 261 261 261 261 261 261 261 261 261

77.4 3500 M, 320 320 320 320 320 320 320 320 320 320 320

92.3 4190 M, 377 377 377 377 377 377 377 377 377 377 377

96.0 4330 M, 391 391 391 391 391 391 391 391 391 391 391

121 5500 M, 484 484 484 484 484 484 484 484 484 484 484

Mr

M,

M, 183 183 183 178 161 141 117 90.6 61.7 31.2 0

Mr 223 223 223 219 199 174 144 112 75.9 38.4 0

M, 262 262 262 259 235 205 171 132 89.7 45.4 0

M, 271 271 271 269 244 213 177 137 93.1 47.1 0

M, 334 334 334 334 304 266 221 171 116 58.8 0

M,

Mr

Mr

M, 320 320 320 312 283 248 206 159 108 54.8 0

M, 377 377 377 369 335 293 244 188 128 64.9 0

M, 391 391 391 384 348 304 253 195 133 67.4 0

M, 484 484 484 480 436 381 317 245 167 84.3 0

CIRCULAR HOLLOW SECTIONS SUBJECT TO AXIAL LOAD (COMPRESSION OR TENSION) AND BENDING



The section is slender under axial compression only. F = Factored axial load. M, and M, values in italic type are governed by 1.2pg and a higher value may be used in some circumstances. CM, = Min. ( pySen, 1.2pg ) since the section is semi-compact subject to bending. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2


BS EN 10219-2: 1997 AXIAL LOAD & BENDING




D

X X

Y

The section is slender under axial compression only. Mb and M,, should be taken as equal to M,. P, values in italic type indicate that the section is slender and allowance has been made in calculating P,. FOR EXPLANATION OF TABLES SEE NOTE 10.2





X X



Section- I Mass IAxial load1 Moment Capacity M, (kNm) and Reduced Moment Capacity M, (kNm) I

The section is slender under axial compression only. F = Factored axial load. M, and M, values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances. $Mc = Min. ( p&,,, 1 . 2 ~ 7 } since the section is semi-compact subject to bending. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2


BS 5950-1 : 2000

I BS EN 10219-2: 1997 AXIAL LOAD & BENDING




Section Designation and Capacity (kNm)

t mm I mm

355.6 5.0 pyZ = 169

6.0 pyz = 201

8.0 pyZ = 263

10.0 p,Z = 324

12.0 pyZ = 382

12.5 pyz = 397

16.0 pyZ = 492

406.4 6.0 pyZ = 264

8.0

Mass

Per Metre

kg 43.2

51.7

68.6

85.2

102

106

134

59.2

78.6

p =428

p =506

p =525

p =654

- 117

- 121

- 154

Y

The section is slender under axial compression only. M, and Mbs should be taken as equal to M,. P, values in italic rype indicate that the section is slender and allowance has been made in calculating P,. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 185







Section I Mass IAxial load] Moment Capacity M, (kNm) and Reduced Moment Capacity M, (kNm)

The section is slender under axial compression only. F = Factored axial load. M, and M, values in italic type are governed by 1.2pJ and a higher value may be used in some circumstances. CM, = Min. ( p&,, 1 .2pJ } since the section is semi-compact subject to bending. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 186



Per Metre

kg 88.6

110

132

137

174

98.6

123

147

153

194


2.0 4010

4970

5960

6210

7880

4420

5540

6640

6920

8770


13.0 2080

2550

3040

3170

3990

2590

3210

3820

i 3990

5020

I


14.0 1890

2330

2770

2880

3630

2390

2960

3520

3670

4620


ctive 8.0 3100

3830

4580

4770

6030

3590

4480

5360

5590

7060

and Capacitv (kNm) lengths LE (m)

9.0 10.0 2900 2690

3580 3320

4270 3960

4450 4120

5620 5200

3410 3210

4240 3990

5070 4770

5290 4970

6680 6270

t mm I mm 11.0

2480

3050

3640

3790

4780

3000

3730

4450

4640

5850

12.0 2270

2800

3330

3470

4370

2800

3470

4140

4310

5430

6.0 3460

4280

5130

5340

6760

3930

4910

5880

6130

7750

3.0 I 4.0 I 5.0 Varying efl

7.0 3290

4060

4860

5060

6410

3770

4700

5630

5870

7420

3920 3780 3620 I I 457

508

4860 4680 4480 I I 8.0

pyZ = 442 10.0

pyz = 545 12.0

p? = 646 12.5

p,Z = 670 16.0

pyZ = 838 8.0

pyz = 549 10.0

pyZ = 678 12.0

pyZ = 804 12.5

p,Z = 835 16.0

pyZ = 1050

5830 5610 5370 I I 6070

7690

4370

5480

6560

6840

8660

5840 5600

7400 7090

4230 4080

5290 5110

6340 6120

6610 6380

8370 8070

The section is slender under axial compression only. Mb and M,, should be taken as equal to M,. P, values in italic type indicate that the section is slender and allowance has been made in calculating P,. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 187


BS 5950-1 : 2000 I BS EN 10219-2: 1997 I

AXIAL LOAD & BENDING I I

COLD-FORMED D SQUARE HOLLOW SECTIONS

TO AXIAL LOAD (COMPRESSION OR TENSION) AND BENDING -

- ment I

- apacit

Y FIP, - 0.8

0.507 0.150 0.575 0.179 0.626 0.205 0.771 0.222 0.895 0.267 0.997 0.309 1.47

0.409 1.75

0.498 1.99

0.581 2.36 0.731 2.36

0.654 2.86

0.799 3.32 0.938 4.04 1.20 4.60 1.43 4.97 1.38 6.18 1.77

-

-

-

-

-

- -

-

-

-

- -

- -

-

-

-

- Mr (kl

- 0.9

0.507 0.076 0.575 0.091 0.626 0.105 0.771 0.113 0.895 0.136 0.997 0.157 1.47

0.207 1.75

0.252 1.99

0.295 2.36 0.373 2.36

0.329 2.86

0.403 3.32 0.475 4.04 0.607 4.60 0.728 4.97 0.697 6.18 0.899 7.16 1.09

-

-

-

-

-

-

-

-

-

-

- -

- -

-

-

-

-

- Mass Per

Metre

kg - 1.36

- 1.64

- 1.89

- 1.68

- 2.03

- 2.36

- 2.31

- 2.82

- 3.30

- 4.20

- 2.93

- 3.60

- 4.25

- N

I

I

I

I

I

I

I

I

I

I

I

I

-

Section Axial load FIP, Limit Capacity

P, = $py Semi-Compact - kN Compact FIP,

61.8 nla MC 1 .oo Mr


85.6 n/a MC 1 .oo Mr



107 nla MC 1 .oo Mr

104 nla MC 1 .oo Mr

127 n/a MC 1 .oo Mr

149 nla MC 1 .oo Mr

190 nla MC 1 .oo Mr

133 nla MC 1 .oo Mr

163 nla MC 1 .oo Mr

192 nla MC

:apacity Mc (kNm) and Reduced Moment (

Ratios of Axial Load to Axial Load CaDac for

Im)

- 1 .o 0.507

0 0.575 0

0.626 0

0.771 0

0.895 0

0.997 0

1.47 0 1.75 0 1.99 0

2.36 0

2.36 0

2.86 0

3.32 0

4.04 0

4.60 0

4.97 0

6.18 0 7.16 0

-

-

-

-

-

-

-

-

- -

- -

- -

- -

De D

mm 25x25

30x30

40x40

50x50

nation t

mm 2.0

0.0 0.507 0.507 0.575 0.575 0.626 0.626 0.771 0.771 0.895 0.895 0.997 0.997 1.47 1.47 1.75 1.75 1.99 1.99 2.36 2.36 2.36 2.36 2.86 2.86 3.32 3.32 4.04 4.04 4.60 4.60 4.97 4.97

-

- - -

-

- -

- -

-

-

-

-

- -

-

0.1

0.507 0.507 0.575 0.575 0.626 0.626 0.771 0.771 0.895 0.895 0.997 0.997 1.47 1.45 1.75 1.74 1.99 1.99 2.36 2.36 2.36 2.33 2.86 2.83 3.32 3.29 4.04 4.04 4.60 4.60 4.97 4.91

-

- - -

-

-

-

- - -

-

-

-

- -

-

2.5

3.0

2.0

2.5

3.0

2.0

2.5

3.0

1.39 I 1.29 I 1.16 I 0.9931 0.8031 0.608 1.75 I 1.75 I 1.75 I 1.75 I 1.75 I 1.75 1.67 1.56 1.40 1.20 0.971 0.737 1.99 I 1.99 I 1.99 I 1.99 I 7.99 I 1.99 1.93 1.79 1.61 1.39 1.13 0.858 2.36 2.36 2.36 2.36 2.36 2.36 2.36 2.20 1.98 1.72 1.41 1.08 2.36 2.36 2.36 2.36 2.36 2.36 2.24 2.08 1.87 1.59 1.29 0.972 2.86 2.86 2.86 2.86 2.86 2.86

4.0

2.0

2.5

3.0 2.72 I 2.53 1 2.27 I 1.94 I 1.57 I 1.19 3.32 I 3.32 I 3.32 I 3.32 I 3.32 I 3.32 3.16 2.94 2.64 2.26 1.83 1.39 4.04 4.04 4.04 4.04 4.04 4.04 4.0 5.45

- 6.56

1 .oo Mr 297 nla MC

1 .oo Mr 235 nla MC

1 .oo Mr 304 nla MC

1 .oo Mr 369 nla MC

1 .oo M.

3.94 3.67 3.30 2.85 2.32 1.77 4.60 4.60 4.60 4.60 4.60 4.60 4.60 4.31 3.87 3.37 2.75 2.10 4.97 4.97 4.97 4.97 4.97 4.97 4.71 4.39 3.94 3.35 2.71 2.05 6.18 6.18 6.18 6.18 6.18 6.18 5.92 5.52 4.95 4.26 3.46 2.63 7.16 7.16 7.16 7.16 7.16 7.16 7.04 6.56 5.88 5.10 4.15 3.17

5.0

60x60 3.0 5.19

- 6.71 4.0 6.18

6.18 6.18 6.1 7

5.0 8.13 7.16 7.16

7.16 7.16

7.16 2.15

F = Factored axial load. M, and Mr values in italic type are governed by 1.2p,,2 and a higher value may be used in some circumstances. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 188







D F Y I

Y

Section Designation I FIP, I Compression Resistance P, (kN) I

Under combined axial compression and bending the capacities are only valid up to the given FIP, limit. For higher values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb and M,, should be taken as equal to M,. FOR EXPLANATION OF TABLES SEE NOTE 10.2


BS 5950-1 : 2000 I BS EN 10219-2: 1997 I


COLD-FORMED D SQUARE HOLLOW SECTIONS




Section I Mass I Axial load1 FIP, Limit I Moment Capacity M, (kNm) and Reduced Moment Capacity M, (kNm) Designation * Per

Metre

kg 5.17 - -

6.13

- 7.06

7.97 - -

9.70

- 7.07

- 8.1 6

- 9.22

- 11.3

- 13.2

- 8.01

- 9.26

for to Axii

Capacity

P, = $py Semi-Compaci kN Compact 234 nla

1 .oo 277 nla

1 .oo 319 nla

1 .oo 359 nla

1 .oo 440 nla

Ratios of Axial Loac I Load 2apac 0.7 5.86 2.41 6.89 2.84 7.88 3.25 8.78 3.64 10.3 4.43 9.16 3.75 10.5 4.32 11.8 4.84 14.0 5.91 15.9 6.85 11.6

- - - -

- -

- - -

- -

-

- 13.5 5.53 15.1 6.21 18.2 7.61 20.9 8.85 13.3

-

-

-

-

;y FIPi - 0.8

5.86 1.61 6.89 1.91 7.88 2.1 9 8.78 2.45 10.3 3.00 9.16 2.52 10.5 2.90 11.8 3.26 14.0 3.99 15.9 4.64 11.6

- - - - - - - - 7

- - -

13.5 3.71 15.1 4.1 8 18.2 5.13 20.9 5.98

- - 7

- , 13.3

0.5 5.86 3.95 6.89 4.65 7.88 5.32 8.78 5.93 10.3 7.18 9.16 6.1 6 10.5 7.07 11.8 7.91 14.0 9.61 15.9 11.1 11.6

- - - - -

- - -

- - -

- 13.5 9.07 15.1 10.2 18.2 12.4 20.9 14.4 13.3

-

- -

-

~

0.6 5.86 3.18 6.89 3.75 7.88 4.30 8.78 4.80 10.3 5.83 9.16 4.97 10.5 5.71 11.8 6.39 14.0 7.79 15.9 9.00 11.6

- - - - - - - - - - 7

- 13.5 7.31 15.1 8.21 18.2 10.0 20.9 11.6 13.3

- - - -

3.813 0

7.88 7.88

8.78 8.78

I 4- 80x80 3.0 M, 9.16 9.04 8.68 8.08 7.24 M, 10.5 10.5 10.5 10.5 10.5

10.5 10.3 9.92 9.24 8.28

11.8 11.6 11.1 10.4 9.32

M, 14.0 14.0 14.0 14.0 14.0

1 .oo 41 5

1 .oo

M, 14.0 13.9 13.4 12.4 11.1 M, 15.9 15.9 i5.9 15.9 15.9

f4; 1 1:9 1 159 1 lY.4 1 14.4 1 lT.9 11.6 11.6 11.6 11.6 11.6

M, 13.5 13.5 13.5 13.5 13.5

90x90 3.0

3.5

4.0

5.0

6.0

lOOxl00 3.0

4.0

M, 13.5 13.3 12.7 11.9 10.6 M, 15.1 15.1 15.1 15.1 15.1

1 .oo 472 nla

1 .oo 582 nla

1 .oo 682 nla

1 .oo 405 1 .oo

0.00 529 nla

1 .oo 653 nla

1 .oo 767 nla

1 .oo 966 nla

1 .oo

10.5

12.8

15.1

l 8.96

11.7 -

18.9 12.7 22.9 15.5 26.5 18.1 31.2 22.4

- -

-

18.9 10.3 22.9 12.6 26.5 14.6 31.2 18.2

- - -

18.9 7.75 22.9 9.51 26.5 11.1 31.2 13.8

- -

-

-

18.9 5.21 22.9 1 6.41 26.5 7.49 31.2

- - - ~ 9.37

14.4

17.0

, 21.4

F = Factored axial load. M, and M, values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2







Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb and M,, should be taken as equal to M,. FOR EXPLANATION OF TABLES SEE NOTE 10.2



The section is slender, M, = pGea if web is not slender and M, = p,J, if web is slender. F = Factored axial load. M, and M, values in ifalic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances. $ For these values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 192







Section Designation I FIP, I Compression Resistance P, (kN)

The section is slender, P, = pcsbn Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb and Mbs should be taken as equal to M,. FOR EXPLANATION OF TABLES SEE NOTE 10.2


BS 5950-1 : 2000 BS EN 10219-2: 1997



D r V 4 TO AXIAL LOAD (COMPRESSION OR TENSION) AND BENDING

Y


CAPACITIES FOR S355

Section I Mass I Axial load1 F/P, Limit I Moment Capacity M, (kNm) and Reduced Moment Capacity M, (kNm) I

The section is slender, M, = ps,,, if web is not slender and M, = pYJx if web is slender. F = Factored axial load. M, and M, values in italic type are governed by 1 . 2 ~ s and a higher value may be used in some circumstances. $ For these values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 194



7 and Capacity (kNm) Limit





Compression Resistance P, (kN) for

* The section is slender, P, = pcsAeH Under combined axial compression and bending the capacities are only valid up to the given FIP, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb and M,, should be taken as equal to M,. FOR EXPLANATION OF TABLES SEE NOTE 10.2



Section Designation

D t mm mrn

250x250 6.0

8.0

10.0

12.0

12.5

300x300 8.0

10.0

12.0

12.5

COLD-FORMED D F SQUARE HOLLOW SECTIONS Y Y


Y


CAPACITIES FOR S355

Mass Axial load FIP, Limit Moment Capacity M, (kNm) and Reduced Moment Capacity M, (kNm)

Metre P, = A,p, Semi-Compact

45.2 2040 M, 146 146 146 146 146 146 146 146 114 $ $

59.1 2670 1 .oo M, 229 229 229 229 229 229 229 229 229 229 229

72.7 3290 nla M, 292 292 292 292 292 292 292 292 292 292 292

84.8 3830 nla M, 335 335 335 335 335 335 335 335 335 335 335

88.0 3980 nla M, 346 346 346 346 346 346 346 346 346 346 346

per Capacity for

kg kN Compact FIP, 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 Ratios of Axial Load to Axial Load Capacity FIP,

Mr -

0.00 Mr -

1 .oo Mr 292 288 277 258 231 198 159 120 80.9 40.8 0

1 .oo Mr 335 331 318 296 266 227 185 140 94.1 47.5 0

1 .oo M, 346 342 328 306 275 235 191 145 97.5 49.2 0 71.6 3240 M, 294 294 294 294 294 294 294 294 294 294 $

Mr - 08.4 4010 1 .oo M, 425 425 425 425 425 425 425 425 425 425 425

104 4690 nla M, 497 497 497 497 497 497 497 497 497 497 497

108 4860 nla M, 515 515 515 515 515 515 515 515 515 515 515

0.00 Mr

1 .oo M, 497 491 471 439 394 336 273 206 138 69.8 0

1 .oo M, 515 508 488 455 408 348 283 214 144 72.4 0

The section is slender, M, = pSea if web is not slender and M, = pyJx if web is slender. F = Factored axial load. M, and M, values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances. $ for these values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2



13.0 514

675

817

928

958

1090

1350

1560

1620



14.0 454

595

720

817

843

975

1200

1390

1440



D Y F i

Y

I Section Designation I F/P, I Compression Resistance P, (kN)

The section is slender, P, = pcsAeH Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb and Mbs should be taken as equal to M,. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 197


0.5

1.43 0.930 1.10

0.573 1.68 1.11 1.32

0.689 1.90 1.25 1.51

0.795 1.62 1.18 1.20

0.743 1.93 1.41 1.45

0.896 2.19 1.62 1.68 1.04 2.60 1.90 2.06 1.29 2.91 1.91 2.28 1.19 3.51 2.29 2.82 1.49

0.6

1.43 0.930 0.913 0.464 1.68 1.11 1.10

0.560 1.90 1.25 1.27

0.648 1.62 1.18

0.992 0.601 1.93 1.41 1.20

0.726 2.19 1.62 1.39

0.843 2.60 1.90 1.71 1.05 2.91 1.91 1.90

0.967 3.51 2.29 2.36 1.21


COLD-FORMED B

RECTANGULAR HOLLOW SECTIONS t7-f TO AXIAL LOAD (COMPRESSION OR TENSION) AND BENDING fi&h

X

Y


CAPACITIES FOR S355

F/P, Limit I Moment Capacity M,,, M, (kNm) and Reduced Moment Capacity M,, M, (kNm) Section I Mass Axial Load

Capacity

kN p, = $P!

for Ratios of Axial Load to Axial Load Ca

Per Metre


De D x B

mm

nation t acity FIP,

0.7 I 0.8 I 0.9 I 1.0 mm A

2.15 0x25 2.0 97.3 1.43 0.930 0.703 0.352 1.68 1.11

0.850 0.426 1.90 1.25

0.986 0.495 1.62 1.18

0.758 0.455

-

-

-

1.43 0.930

0.238 0.475

- 1.68 1.11

0.575 0.288 1.90 1.25

0.669 0.335 1.62 1.18

0.51 1 0.307

-

-

1.43 0.93C 0.24C 0.12c 1.68 1.11

0.292 0.14E 1.90 1.25

0.341 0.171

-

-

1.43 0.93C 0 0 1.68 1.11

-

1 0 0

1.18

2.5 2.62 119

3.0 3.07 139

104 0x30 2.0 2.31 1.62 1.18

0.25E 0.1 55

2.5 2.82 127 1.93 1.41

0.918 0.552 2.19 1.62 1.07

0.642 2.60 1.90 1.34 0.805

-

-

1.93 1.41

0.621 0.373 2.19 1.62

0.724 0.435 2.60 1.90

0.91 1 0.548

-

-

0.314 0 0.189 0

1.62 1.62 0.368 0

2.60 2.60 1.90 1.90

0.465 0 0.279 0

- 3.30 3.0 149

190 -

4.20 4.0

3.0 3.77 2.91 1.91 1.47

0.736 3.51 2.29 1.85

0.929

-

-

2.91 1.91

0.994 0.498 3.51 2.29 1.26

0.631

-

-

2.91 1.91 0 0

3.51 2.29 0 0

-

-

'0x30 171

21 8

2.91 1.91 0.505 0.25: 3.51 -

0.642

- 4.83 4.0

F = Factored axial load. M, and M, values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 198



- 10.0

- 1.61

0.548 0.875 -

- 1.90

0.644 1.04 -

2.1 5 0.721 1.18 -

- 1.83

0.839 1.28 -

- 2.16 0.992 1.53

2.47 1.11 1.75

-

- -

- 2.94 1.31 2.12 -

- 3.88 1.33 1.99 -

- 4.69 1.56 2.41 -

COLD-FORMED B RECTANGULAR HOLLOW SECTIONS rn




X .I. Y

Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances. Mbs should be taken as equal to Mb. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 199


anation t

mm 2.5

3.0

4.0

5.0

3.0

4.0

3.0

4.0

Per Metre

kg 3.60

4.25

5.45

6.56

4.72

6.08

5.19

6.71

Axis x-x y-y

F/P, 0.0 0.1 0.9

3.14 2.43 0.484 0.323 3.60 2.82

0.569 0.380 4.39 3.47 0.728 0.486 5.03 3.92 0.873 0.582 4.56 3.21 0.738 0.422 5.58 4.01 0.948 0.542 5.37 4.33 0.813 0.581 6.65 5.47 1.05

0.749

1.0

3.14 2.43 0 0

3.60 2.82 0 0

4.39 3.47 0 0

5.03 3.92 0 0

4.56 3.21 0 0

5.58 4.01 0 0

5.37 4.33 0 0

6.65 5.47 0 0

3.14 2.43 3.07

3.14 2.43 2.88

nla 1.00

nta 1.00

n/a 1.00

nla 1.00

nla 1.00

M, Mcx

M, M, M, MCX

M,, M,

M, Mcx

M, M,

M, Mcx

M, M,

M, Mcx

M, M,

M,

1 3.46 ' 5.03 3.92 5.03 3.92

5.58 4.01 5.58 3.94 5.37 4.33 5.37 4.27 6.65 5.47 6.65 5.39

-

-

-

4.56 3.21 3.90 2.39 5.58 4.01 4.90 3.01 5.37 4.33 4.43 3.31 6.65 5.47 5.62

4.56 3.21 3.42 2.01 5.58 4.01 4.30 2.55 5.37 4.33 3.85 2.79 6.65 5.47 4.90



TO AXIAL LOAD (COMPRESSION OR TENSION) AND BENDING ~*a

Section I Mass FIP, Limit I Moment Capacity Mcx, M, (kNm) and Reduced Moment Capacity M,, M, (kNm) Axial Load

Capacity

kN p z = AgP,

for Ratios of Axial Load to Axial Load Ci

De D x B

rnm

Semi-Compact Compact acity FIP, -

0.6

- 3.14 2.43 1.88 1.25 3.60 2.82 2.1 9 1.46 4.39 3.47 2.77 1.85 5.03 3.92 3.28 2.1 9 4.56 3.21 2.83 1.63 5.58 4.01 3.57 2.07

-

-

-

-

-

- 0.7

- 3.14 2.43 1.42

0.94.E 3.60 2.82 1.67 1.11 4.39 3.47 2.1 1 1.41 5.03 3.92 2.51 1.68 4.56 3.21 2.16 1.24 5.58 4.01 2.76 1.58 5.37 4.33 2.39 1.71

-

-

-

-

-

-

- 0.8

- 3.14 2.43 0.95E 0.63: 3.60 2.82 1.12

0.7% 4.39 3.47 1.43

0.9% 5.03 3.92 1.71 1.14 4.56 3.21 1.46

0.834 5.58 4.01 1 .87 1.07 5.37 4.33 1.61 1.15 6.65 5.47 2.07 1.48

-

-

-

-

-

-

-

-

02103104105 - 3.14 2.43 2.28 1.55 3.60 2.82 2.65 1 .81 4.39 3.47 3.35 2.28 5.03 3.92 3.92 2.69

-

-

-

163 n/a n/a I 1.00 1.00

Mcx

3.14 2.43 3.14 2.43 3.60 -

3.14 2.43 3.14 2.39 3.60 -

3.14 2.43 2.62

10x40

0x40

0x50

192 nla nla 2.82 2.82 1.00 I 1.00 I 1 3.60 1 3.60

2.82 2.78 247 Mcx 4.39 4.39

3.47 3.47 1::o I ;:o I :: I 4.39 14.39

3.47 - nla 1 .oo -

nla 1 .oo -

nla 1 .oo -

nla 1 .oo -

nla 1 .oo -

297 5.03 3.92 5.03 3.92 4.56 3.21 4.56 3.21

- 21 3 4.56

3.21 4.56 3.1 6

4.56 3.21 4.54 3.00

4.56 3.21 4.28 2.73

275 5.58 4.01 5.58 4.01 5.37 4.33 5.37 4.33 6.65 5.47 6.65 5.47

-

-

-

5.58 4.01 5.58 3.74 5.37 4.33 5.21 4.07 6.65 5.47 6.60

-

-

5.58 4.01 5.36 3.41 5.37 4.33 4.89 3.75 6.65 5.47 6.1 9

-

5.37 4.33 3.15 2.25

235

304 6.65 5.47 4.02 2.88 -

6.65 5.47 3.06 2.19 - 5.14 I 4.74 I 4.20 I 3.55

F = Factored axial load. M, and M, values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 200


BS 5950-1 : 2000 BS EN 10219-2: 1997

COLD-FORMED





B

Y

Section Designation I FIP, I and Cal D x B

Compression Resistance P,, P, (kN) and Buckling Resistance Moment Mb (kNm)

mm 0x40

0x40

0x50


D - 201


' 2 = AgP, kN 235

304

369

256

332

405

277

359

440

P x-x

nla 1 .oo

nla 1 .oo

nla 1 .oo

nla 1 .oo

nla 1 .oo

n/a 1 .oo

nla 1 .oo

nla 1 .oo

nla 1 .oo

6.90 4.54 6.90 4.54

6.90 4.54 6.90 4.46

8.01 5.24 8.01 5.24

8.01 5.24 8.01 5.23

6.52 4.83 6.52 4.83

6.52 4.83 6.52 4.75

8.14 6.11 8.14 6.11 9.50 7.20 9.50 7.20 7.46 6.18 7.46 6.18 9.37 7.85 9.37 7.85 11.0 9.33 11.0 9.33

8.14 6.11 8.14 6.01 9.50 7.20 9.50 7.16 7.46 6.18 7.44 6.09 9.37 7.85 9.37 7.73 11.0 9.33 11.0 9.24


COLD-FORMED B RECTANGULAR HOLLOW SECTIONS ryl


X

Y


CAPACITIES FOR S355

Section Mass

Per Metre

kg - 5.1 9

Moment Capacity Mcx, Mcy (kNrn) and Reduced Moment Capacity M,, M, (kNm) for

Ratios of Axial Load to Axial Load Ca De nation

t

mm

icity F/P, D x B

mm

- 0.7 - 0.8

- FIP, j -

Y-Y

nla 1 .oo

- 5.58 5.58 3.62 3.62 5.58 5.58 t 3.62 3.56

0.2 0.3 0.4 0.5 0.6 0.9 1 .o

'0x40 3.0 5.58 3.62 5.58 3.36

5.58 3.62 5.28 3.04

5.58 3.62 4.82 2.63

5.58 3.62 4.24 2.22

5.58 3.62 3.53 1.80

5.58 3.62 2.72 1.36 6.90 4.54 3.48 1.74 8.01 5.24 4.18 2.10 6.52 4.83 2.98 1.87 8.14 6.1 1 3.83 2.40 9.50 7.20 4.63 2.90 7.46 6.18 3.24 2.43 9.37 7.85 4.16 3.12 11.0 9.33 5.06 3.80

-

-

-

-

-

-

-

-

-

5.58 3.62 1.84 3.91 E 6.90 4.54 2.36 1.18 8.01 5.24 2.84 1.43 6.52 4.83 2.01 1.26 8.14 6.1 1 2.59 1.62 9.50 7.20 3.14 1.96 7.46 6.1 8 2.1 8 1.64 9.37 7.85 2.80 2.10 11.0 9.33 3.42 2.57

-

-

-

-

-

-

-

-

-

5.58 3.62 1.928 1.464 6.90 4.54 1.20 1.599 6.01 5.24 1.45 1.726 6.52 4.83 1.01 1.634 8.14 6.1 1 1.31 1.820 9.50 7.20 1.59 1.996 7.46 6.1 8 1.10 1.825 9.37 7.85 1.42 1.06 11.0 9.33 1.74 1.30

-

-

-

-

-

-

-

-

-

5.58 3.62

0 0

6.90 4.54

0 0

8.01 5.24

0 0

6.52 4.83

0 0

8.14 6.1 1

0 0

9.50 7.20

0 0

7.46 6.18

0 0

9.37 7.85

0 0

11.0 9.33

0 0

-

-

-

-

-

-

-

-

-

4.0 6.71 6.90 4.54 6.90 4.22

6.90 4.54 6.69 3.83

6.90 4.54 6.12 3.33

6.90 4.54 5.39 2.82

6.90 4.54 4.50 2.29 8.01 5.24 5.31 2.75

-

nla 1 .oo

5.0 8.1 3 8.01 5.24 8.01 4.94

8.01 5.24 7.90 4.54

8.01 5.24 7.23 3.97

8.01 5.24 6.37 3.37

nla 1 .oo

3.0 5.66 6.52 4.83 6.37 4.52

6.52 4.83 5.98 4.14

6.52 4.83 5.44 3.62

6.52 4.83 4.75 3.05

6.52 4.83 3.91 2.46 8.14 6.1 1 5.03 3.1 6 9.50 7.20 5.97 3.80 7.46 6.18 4.28 3.21 9.37 7.85 5.48 4.1 1 11.0 9.33 6.65 4.99

-

-

-

-

-

-

;Ox50

10x60

nla 1 .oo

4.0 7.34 8.14 6.1 1 8.1 3 5.72 9.50 7.20 9.50 6.82 7.46 6.18 7.1 7 5.82 9.37 7.85 9.13 7.39 11.0 9.33 10.9 8.83

-

-

-

-

-

8.14 6.1 1 7.65 5.23 9.50 7.20 9.08 6.24 7.46 6.18 6.71 5.36 9.37 7.85 8.57 6.83 11.0 9.33 10.2 8.14

-

-

-

-

-

8.14 6.1 1 6.97 4.61 9.50 7.20 8.27 5.52 7.46 6.18 6.08 4.73 9.37 7.85 7.77 6.03 11.0 9.33 9.25 7.19

-

-

-

-

-

8.14 6.1 1 6.1 0 3.89 9.50 7.20 7.23 4.67 7.46 6.18 5.27 3.98 9.37 7.85 6.76 5.08 11.0 9.33 8.02 6.15

-

-

-

-

-

nla 1 .oo -

n/a 1 .oo -

nla 1 .oo -

nla 1 .oo -

nla 1 .oo

5.0 8.91

- 6.13

- 7.97

- 9.70

-

3.0

4.0

5.0

F = Factored axial load. Mc and M, values in italic type are governed by 1.2~s and a higher value may be used in some circumstances. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 202







Section Designation I F/P, I Compression Resistance P,,, P,, (kN) and Buckling Resistance Moment Mb (kNm)

Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb values in italic type are governed by 1 .PpS and a higher value may be used in some circumstances. Mbs should be taken as equal to M,. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 203


pation t

mm 3.0

3.5

4.0

5.0

3.0

4.0

5.0

Per Metre

kg 6.13

7.06

7.97

9.70

6.13

7.97

9.70

AXIAL LOAD & BENDING -1 BS 5950-1 : 2000 BS EN 10219-2: 1997

I I



X

Y


CAPACITIES FOR S355

Section I Mass FIP, Limit

Semi-corn pad Compact

Axis

Moment Capacity Mcx, M, (kNm) and Reduced Moment Capacity M,, M, (kNm) Axial Load

2apacity

kN ' 2 = AgP,

for Ratios of Axial Load to Axial Load Cz

De D x B

mm

30x50

00x40

acitv FIP, - 0.6 - 0.7 - 0.8

- 1 .o - 7.75 5.28 0

- 8.78 6.07 0 0

9.71 6.78 0 0 11.4 8.05 0 0 7.88 4.03 0

-

-

-

- 0.9

- 7.75 5.28 1.24

- 8.78 6.07 1.42 0.790 9.71 6.78 1.59 0.886 11.4 8.05 1.95 1.08 7.88 4.03 1.37

-

-

-

0.0 0.1 0.2 0.3 0.4 0.5 - Y-Y

1 .oo 0.00

- -

x-x 277 7.75

5.28 7.75

7.75 5.28 7.75

7.75 5.28 7.66

7.75 5.28 7.21

7.75 5.28 6.58

7.75 5.28 5.77

8.78 6.07 6.60 3.78 9.71 6.78 7.39 4.22 11.4 8.05 8.80 5.10 7.88 4.03 6.16

-

-

-

-

7.75 5.28 4.77

- 8.78 6.07 5.47 3.06 9.71 6.78 6.1 5 3.42 11.4 8.05 7.30 4.15 7.88 4.03 5.17

-

-

-

7.75 5.28 3.64

- 8.78 6.07 4.17 2.32 9.71 6.78 4.66 2.59 11.4 8.05 5.67 3.16 7.88 4.03 3.99

-

-

-

7.75 5.28 2.45

- 8.78 6.07 2.81 1.56 9.71 6.78 3.15 1.75 11.4 8.05

-

-

3.84 2.14 7.88 4.03 2.71

-

nla 1 .oo -

nla 1 .oo -

nla 1 .oo

319 8.78 6.07 8.78 6.07 9.71 6.78 9.71 6.78 11.4 8.05 11.4 8.05

-

-

8.78 6.07 8.78 5.97 9.71 6.78 9.71 6.67 11.4 8.05 11.4 7.92

-

-

8.78 6.07 8.75 5.66 9.71 6.78 9.71 6.33 11.4 8.05 11.4 7.51

-

-

8.78 6.07 8.24 5.15 9.71 6.78 9.21 5.76 11.4 8.05 11.0 6.83 7.88 4.03 7.60

-

-

-

8.78 6.07 7.52 4.49 9.71 6.78 8.41 5.00 11.4 8.05 10.0 6.03 7.88 4.03 6.97

-

-

-

nla 1 .oo

359 nla 1 .oo

440

277

359

440

nla 1 .oo -

nla 1 .oo -

nla 1 .oo -

nla 1 .oo -

nla 1 .oo

7.88 4.03 7.88

7.88 4.03 7.88

7.88 4.03 7.88

1 .oo 0.00

- nla 1 .oo

9.84 5.57 9.84 5.57

9.84 5.57 9.84 5.46 11.5 6.56 11.5 6.43

-

9.84 5.57 9.84 5.12

9.84 5.57 9.74 4.56 11.5 6.56 11.5 5.46

-

9.84 5.57 8.95 3.96 11.5 6.56 10.6 4.77

-

9.84 5.57 7.93 3.35 11.5 6.56 9.40 4.04

-

-

9.84 5.57 6.68 2.72 11.5 6.56 7.90 3.29

-

-

9.84 5.57 5.21 2.07 11.5 6.56 6.13 2.51

-

-

9.84 5.57 3.48 1.40 11.5 6.56 4.25 1.70

-

-

9.84 5.57 1.77 0.708 11.5 6.56 2.16 0.866

-

-

9.84 5.57 0 0 11.5 6.56 0 0

-

-

11.5 6.56 11.5 6.56 -

11.5 6.56 11.5 6.02

nla 1 .oo -

F = Factored axial load. Mc and M, values in italic type are governed by 1.2~7 and a higher value may be used in some circumstances. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 204







Section Designation and Cai D x B

mm 10x50

00x40

cities (kNm) t

mm 3.0 p,Zx = 6.46 p,Z, = 4.65

3.5 pyZx = 7.31 PyZ, = 5.25

4.0 pyZx = 8.09 pJ,= 5.79

5.0 pJx = 9.51 pyZ,= 6.71

3.0 pyZx = 6.57 PyZ, = 3.83

4.0 pyZx = 8.2 @,= 4.72

5.0 pyZx = 9.62 pyz, = 5.47

Y

Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb values in italic type are governed by 1 .2p$ and a higher value may be used in some circumstances. Mbs should be taken as equal to Mb. FOR EXPLANATION OF TABLES SEE NOTE 10.2



COLD-FORMED B RECTANGULAR HOLLOW SECTIONS


X

Y


CAPACITIES FOR S355

Mass

Per Wetre

kg - 6.60

- 8.59

- 10.5

- 12.3

- 7.07

- 8.1 6

- 9.22

Axial I FIP, Limit I Moment Capacity Mcx, M, (kNm) and Reduced Moment Capacity M,, M, (kNm) Section nation Load I Semi-Compact I De: -

D x B

mm

for ad to Axial Load Ca 10s of Axial 1 icitv FIP. t

mm

R - 0.1

- 0.3

- 9.07 5.36 8.54

- 11.4 7.42 10.9 6.23 13.5 8.88 13.0 7.50 15.3 10.0 15.0 8.57 10.3 6.78 9.43

-

-

-

- 17.7 8.45 10.8 7.21 13.0 9.44 12.1 8.08 15.4 11.3 14.5 9.67 17.5 13.0 16.8 11.1

-

-

-

-

- 0.7

- 9.07 5.36 4.36

- 11.4 7.42 5.60 2.80 13.5 8.88 6.82 3.42 15.3 10.0 7.87 3.95 10.3 6.78 4.68

-

-

-

- 11.7 8.45 5.39 3.23 13.0 9.44 6.03 3.62 15.4 11.3 7.37 4.43

-

-

- 0.8

- 9.07 5.36 2.93

- 11.4 7.42 3.78 1.89 13.5 8.88 4.62 2.31 15.3 10.0 5.34 2.68 10.3 6.78 3.15

-

-

-

- 11.7 8.45 3.62 2.1 8 13.0 9.44 4.07 2.44 15.4 11.3 4.98 2.99 17.5 13.0 5.78 3.47

-

-

-

- 1 .o - 9.07 5.36 0

- 11.4 7.42 0 0 13.5 8.88 0 0 15.3 10.0 0 0 10.3 6.78 0

-

-

-

- 11.7 8.45 0 0 13.0 9.44 0 0 15.4 11.3 0 0

-

-

- 0.0

- 9.07 5.36 9.07

- 11.4 7.42 11.4 7.42 13.5 8.88 13.5 8.88 15.3 10.0 15.3 10.0 10.3 6.78 10.3

-

-

-

- 11.7 8.45 11.7 8.45 13.0 9.44 13.0 9.44 15.4 11.3 15.4 11.3 17.5 13.0 17.5 13.0

-

-

-

-

- 0.2

- 9.07 5.36 9.06

- 11.4 7.42 11.4 6.89 13.5 8.88 13.5 8.24 15.3 10.0 15.3 9.40 10.3 6.78 10.0

-

-

-

- 11.7 8.45 11.5 7.90 13.0 9.44 12.8 8.84 15.4 11.3 15.4 10.6 17.5 13.0 17.5 12.2

-

-

-

- 0.9

- 9.07 5.36 1.48

- 11.4 7.42 1.91 1.956 13.5 8.88 2.34 1.17 15.3 10.0 2.72 1.36 10.3 6.78 1.59

11.7 8.45 1.83 1.10 13.0 9.44 2.06 1.23 15.4 11.3 2.52 1.51 17.5 13.0 2.94 1.76

-

-

-

-

-

-

-

00x50

- 00x60

3.0 9.07 5.36 9.07

- 11.4 7.42 11.4 7.29 13.5 8.88 13.5 8.72 15.3 10.0 15.3 9.94 10.3 6.78 10.3

-

-

-

- 11.7 8.45 11.7 8.31 13.0 9.44 13.0 9.29 15.4 11.3 15.4 11.1 17.5 13.0 17.5 12.8

-

-

-

-

9.07 9.07 9.07 5.36 5.36 5.36 7.80 6.86 5.71

11.4 11.4 11.4 7.42 7.42 7.42 10.0 8.81 7.36 5.41 4.56 3.69 13.5 13.5 13.5 8.88 8.88 8.88 11.9 10.5 8.75

299 n/a 1 .oo

387 n/a 1 .oo

476 n/a 1 .oo

554 nla 1 .oo

320 n/a 1 .oo

369 n/a 1 .oo

41 5 n/a 1 .oo

51 1 n/a 1 .oo

596 n/a 1 .oo

4.0

5.0

6.0 10.0 10.0 10.0 13.8 12.1 10.2 7.48 6.35 5.17 10.3 10.3 10.3 6.78 6.78 6.78 8.59 7.51 6.19

11.7 11.7 77.7 8.45 8.45 8.45 9.80 8.57 7.06 6.29 5.29 4.27 13.0 13.0 13.0 9.44 9.44 9.44 11.0 9.66 7.99 7.02 5.91 4.78 15.4 15.4 15.4 11.3 11.3 11.3 13.2 11.6 9.56 8.50 7.18 5.82 17.5 17.5 17.5 13.0 13.0 13.0 15.3 13.4 11.1 9.78 8.28 6.73

3.0

3.5

4.0

5.0 11.3

6.0 13.2 17.5 13.0 8.53 5.13

17.5 13.0 0 0

F = Factored axial load. Mc and M, values in italic type are governed by 1.2pG and a higher value may be used in some circumstances. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2


I BS 5950-1: 2000 I AXIAL LOAD & BENDING

Section Designation and Capacities (kNm)

I BS EN 10219-2: 1997 I CO LD-FOR M E D

F/P, Limit for

Compression Resistance P,,, P, (kN) and Buckling Resistance Moment Mb (kNrn)




B Y

X .I. Y

D x B

mm 00x50

00x60



BS 5950-1 : 2000 I BS EN 10219-2: 1997 I

AXIAL LOAD & BENDING 1 I

COLD-FORMED

ination t

mm 3.0

4.0

5.0

3.0

4.0

5.0

B

Per Metre

kg 8.01

10.5

12.8

7.07

9.22

11.3

= A,p, kN 362

472

582

320

41 5

51 1

Axis x-x y-y

nla 1.00 1.00 0.00

nla nla 1.00 1.00

nla nla 1.00 1.00

0.820 0.532

nla 1.00 1.00 0.00

nla nla 1.00 1.00

M,,

M, M, Mm

12.6 12.6 9.87 9.87 12.6 12.4

- M,, M, M, MN

16.1 16.1 13.9 13.9 16.1 16.0 13.9 13.7

Mcx M, M, MN

19.3 19.3 16.8 16.8 19.3 19.3 16.8 16.5

M,,

M, M, Mw

10.5 10.5 4.17 4.17 10.5 10.5

-

RECTANGULAR HOLLOW SECTIONS TO AXIAL LOAD (COMPRESSION OR TENSION) AND BENDING

X

Y


CAPACITIES F0.R S355

Section I Mass Moment Capacity M,,, M, (kNm) and Reduced Moment Capacity M,, M, (kNm) for

Ratios of Axial Load to Axial Load Capacity FIP, Dei

D x B

mm 0.2 0.3 0.4 0.5 0.6 I 0.7 I 0.8 I 0.9 1 .o

00x80 12.6 9.87 12.0

12.6 9.87 11.2

12.6 9.87 10.1

12.6 9.87 8.72

12.6 9.87 7.05

12.6 9.87 5.32

12.6 9.87 3.57

12.6 9.87 1.80

12.6 9.87

0

- 16.1 13.9

0 0

19.3 16.8

0 0 $ $

-

-

- 13.2 6.50

0

- 15.7 7.81

0 0 -

16.1 13.9 15.4 13.1

16.1 13.9 14.4 12.1

16.1 13.9 13.0 10.8 19.3 16.8 15.7 12.9 10.5 4.1 7 9.51

-

-

- 13.2 6.50 12.2

- 15.7 7.81 14.6 5.56 -

16.1 13.9 11.3 9.03 19.3 16.8 13.6 11.0 10.5 4.17 8.43

-

-

- 13.2 6.50 10.8

- 15.7 7.81 12.9 4.71 -

16.1 13.9 9.1 1 7.29 19.3 16.8 11.1 8.91 10.5 4.17

-

-

- 13.2 6.50 9.16

- 15.7 7.81 10.9 3.83 -

16.1 13.9 6.90 5.52 19.3 16.8 8.45 6.76 9.84 4.17

-

-

- 13.2 6.50 7.1 8

- 15.7 7.81 8.52 2.92 -

16.1 13.9 4.64 3.71 19.3 16.8 5.69 4.56 9.04 4.1 7

-

-

- 13.2 6.50 4.85

- 15.7 7.81 5.92 1.98 -

16.1 13.9 2.34 1.87 19.3 16.8 2.88 2.30 6.79 4.1 7

-

-

- 13.2 6.50 2.46

- 15.7 7.81 3.01 1.01 -

19.3 16.8 18.6 15.8 10.5 4.1 7 10.5

-

19.3 16.8 17.4 14.6 10.5 4.1 7 10.4

- 20x40

13.2 6.50 13.2

- 15.7 7.81 15.7 7.07 -

13.2 6.50 13.2

- 15.7 7.81 15.7 6.37 -

The section is slender, M, = pyZ,,, if web is not slender and M, = pVJ, if web is slender. F = Factored axial load. M, and M, values in italic fype are governed by 1.2p,Z and a higher value may be used in some circumstances. $ For these values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 208







X .I. Y

Section Designation I F/P, I Compression Resistance P,, P, (kN) and Buckling Resistance Moment Mb (kNm) and Cal D x B

mm ~ 00x80

20x40

cities (kNm) I Limit I for

5 The section can be slender but no allowance has been made in calculating P,, and Pcy. Under combined axial compression and bending the capacities are only valid up to the given FIP, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb values in italic type are governed by 1.2pG and a higher value may be used in some circumstances. Mbs should be taken as equal to Mb. FOR EXPLANATION OF TABLES SEE NOTE 10.2




B m TO AXIAL LOAD (COMPRESSION OR TENSION) AND BENDING

X

Y


CAPACITIES FOR S355 - Mass

Per Metre

kg - 8.01

- 9.26

Axial FIP, Limit Section Moment Capacity Mcx, Mc, (kNm) and Reduced Moment Capacity M,, M, (kNm) for

Ratios of Axial Load to Axial Load Capacity FIP, De

D x B

mm

ination t

mm

act - 1 .o

- FIP,

- 0.1

- 13.4 6.99 13.4

15.3 8.91 15.3

-

- 0.2

- 13.4 6.99 13.3

- 15.3 8.91 15.2

- 0.5

- 13.4 6.99

- 15.3 8.91 11.5

- 0.0

13.4 6.99 13.4

- 15.3 8.91 15.3

; - Y-Y -

- 1 .oo 0.00

0.3 0.4 0.9

I I

20x60 0.820 y 0.470

1 .00

13.4 6.99 12.5

- 15.3 8.91 14.4

13.4 6.99 11.5

- 15.3 8.91 13.1

~

12.8 12.3 11.5 6.99 6.99 6.99

8.66 6.99

- 15.3 8.91 2.49

$ $

- 15.3 8.91 0

3.0

3.5 15.3 15.3 15.3 8.91 8.91 8.91 9.58 7.34 4.94

17.1 17.1 17.1 10.9 10.9 10.9 10.9 8.25 5.55

20.4 20.4 20.4 13.3 13.3 13.3 13.0 10.1 6.81 6.65 5.05 3.41

10.5

- 12.8

- 15.1

17.1 10.9 17.1

- 20.4 13.3 20.4 13.3 23.3 15.3 23.3 15.3

16.4 10.1 16.4

-

-

- 20.9 15.9 20.9

17.1 10.9 17.1

- 20.4 13.3 20.4 13.0

~

17.1 10.9 17.1

- 20.4 13.3 20.4 12.3 23.3 15.3 23.3 14.2

16.4 10.1 15.6

-

-

- 20.9 15.9 20.2

17.1 10.9 16.2

- 20.4 13.3 19.5 11.1

17.1 10.9 14.8

- 20.4 13.3 17.8 9.73

17.1 10.9 13.0

- 20.4 13.3 15.7 8.21

17.1 10.9 2.80

- 20.4 13.3 3.45 1.73

17.1 10.9 0

- 20.4 13.3

0 0

4.0

5.0

1 .oo 0.00

- nla 1 .oo

6.0 23.3 15.3 23.3 15.0

16.4 10.1 16.2

-

- 20.9 15.9 20.9

23.3 15.3 22.6 12.9

16.4 10.1 14.7

-

- 20.9 15.9 19.0

25.1 19.4 23.0 16.7 28.8 22.5 26.8 19.4 33.8 26.8 32.5 23.6

-

-

-

-

23.3 15.3 20.7 11.2

16.4 10.1 13.3

20.9 15.9 17.3

-

-

23.3 15.3 18.2 9.51

15.7 10.1

-

- 20.9 15.9 15.1

23.3 15.3 4.03 2.02

10.6 10.1

-

- 20.9 15.9 3.15

23.3 15.3 0 0 $ $

-

- 20.9 15.9

0

nla 1 .oo

3.0 8.96

- 11.7

20x80 0.820 0.420

- 1 .oo 0.00

4.0 20.9 20.9 20.9 15.9 15.9 15.9 12.4 9.29 6.24

25.1 25.1 25.1 19.4 19.4 19.4 15.0 11.4 7.68 10.0 7.60 5.12 28.8 28.8 28.8 22.5 22.5 22.5 17.5 13.3 8.98 11.7 8.87 5.99 33.8 33.8 33.8 26.8 26.8 26.8 21.4 16.6 11.2 14.5 11.1 7.49

+ 1 .oo 14.4

- 17.0

- 21.4

25.1 19.4 25.1 19.4 28.8 22.5 28.8 22.5 33.8 26.8 33.8 26.8

-

-

-

25.1 19.4 25.1 19.1 28.8 22.5 28.8 22.2 33.8 26.8 33.8 26.8

-

-

-

25.1 19.4 24.5 18.2 28.8 22.5 28.5 21.2 33.8 26.8 33.8 25.7

-

-

-

25.1 19.4 20.9 14.7 28.8 22.5 24.4 17.1 33.8 26.8 29.6 21.1

-

-

-

25.1 19.4 18.2 12.4 28.8 22.5 21.3 14.4 33.8 26.8 26.0 17.8

-

-

-

25.1 19.4 3.88 2.59 28.8 22.5 4.54 3.03 33.8 26.8 5.70 3.80

-

-

-

25.1 19.4 0 0

28.8 22.5 0 0

33.8 26.8 0 0

-

-

-

5.0

6.0

nla 1 .oo - nla 1 .oo - nla 1 .oo

7 1 .oo

8.0

* The section is slender, M, = pJyet if web is not slender and M, = pYJy if web is slender. F = Factored axial load. Mc and M, values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances. $ For these values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2


I Bs5950-1: 2000 I AXIAL LOAD & BENDING BS EN 10219-2: 1997 I





Section Designation I F/P, I Compression Resistance P,, P, (kN) and Buckling Resistance Moment Mb (kNm) and Ca, D x B

mm

20x60

20x80

3 The section can be slender but no allowance has been made in calculating P,, and P,. Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances.



I BS 5950-1 : 2000 I AXIAL LOAD & BENDING

0.7

9.28 10.3

26.2 16.2 12.0

31.5 22.1 14.8 8.44 36.3 25.7 17.3 9.88 43.0 31.2 21.6 12.4 49.0 35.2 25.8 14.8

I BS EN 10219-2: 1997

0.8

9.28 10.3

26.2 16.2 8.07

31.5 22.1 9.94 5.68 36.3 25.7 11.7 6.66 43.0 31.2 14.7 8.39 49.0 35.2 17.5 10.0


TO AXIAL LOAD (COMPRESSION OR TENSION) AND BENDING ~ + h

x-x

0.609 0.285

n/a 1.00

nla 1.00

n/a 1.00

n/a

y-y Mcx

, M, M, Mv Mcx

1.00 M, 0.00 M,

M, Mcx

n/a M, 1.00 M,

M, Mcx

n/a M, 1.00 M,

M, MCX

n/a M,

26.2 16.2 26.2

26.2 26.2 16.2 16.2 26.2 25.6

31.5 22.1 31.5 22.1 36.3 25.7 36.3 25.7 43.0 31.2 43.0 31.2 49.0 35.2 49.0 35.2

31.5 31.5 22.1 22.1 31.5 31.1 21.7 20.6 36.3 36.3 25.7 25.7 36.3 36.3 25.3 24.0 43.0 43.0 31.2 31.2 43.0 43.0 30.9 29.3 49.0 49.0 35.2 35.2 49.0 49.0 35.2 34.2

X CROSS-SECTION CAPACITY CHECK

CAPACITIES FOR S355 Y - Mass

Per Metre

kg - 9.90

F/P, Limit I Moment Capacity M,,, M, (kNrn) and Reduced Moment Capacity M,, M, (kNm) Axial Load

Capacit)

kN p* = $4

Section for

Ratios of Axial Load to Axial Load Ca nation

t

mm

Semi-Compact ComDact

De D x B

mm

icity F/P,

?is I F/P, 0.3 0.4 0.5 0.6

- 17.1 10.3

0.9 1 .o

3.0 447 20.4 10.3

19.1 10.3

18.0 10.3

40x80

4.0 13.0 586 26.2 16.2 24.1

26.2 16.2 22.0

26.2 16.2 19.3

26.2 16.2 15.9

26.2 16.2 4.07

26.2 16.2 0

- 31.5 22.1 0 0

36.3 25.7 0 0

43.0 31.2 0 0

49.0 35.2 0 0

-

-

-

-

5.0 16.0

- 18.9

724 31.5 22.1 29.3 18.8 36.3 25.7 34.2 21.9 43.0 31.2 41.9 26.8 49.0 35.2 48.6 31.2

-

-

-

-

31.5 22.1 26.7 16.4 36.3 25.7 31.2 19.1 43.0 31.2 38.3 23.7 49.0 35.2 44.4 27.9

-

-

-

-

31.5 22.1 23.4 13.8 36.3 25.7 27.3 16.1 43.0 31.2 33.7 20.0 49.0 35.2 39.1 23.7

-

-

-

-

31.5 22.1 19.3 11.1 36.3 25.7 22.6 13.0 43.0 31.2 28.1 16.3 49.0 35.2 32.6 19.3

-

-

-

-

31.5 22.1 5.02 2.87 36.3 25.7 5.89 3.37 43.0 31.2 7.44 4.25 49.0 35.2 8.93 5.1 1

-

-

-

-

6.0 852

8.0 23.9 1080

1.00 I 1.00 I M,

10.0 28.7

-

1300

The section is slender, M, = p,&,, if web is not slender and M, = pVJ, if web is slender. F = Factored axial load. Mc and M, values in italic type are governed by 1 . 2 ~ s and a higher value may be used in some circumstances. $ For these values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2


BS 5950-1 : 2000 BS EN 10219-2: 1997 I


COLD-FORMED _ _ RECTANGULAR HOLLOW SECTIONS




0 The section can be slender but no allowance has been made in calculating P, and P,. Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb values in italic type are governed by 1.2pG and a higher value may be used in some circumstances.

FOR EXPLANATION OF TABLES SEE NOTE 10.2 Mbs should be taken as equal to Mb.

D - 213


0s 5950-1 : 2000 AXIAL LOAD & BENDING I I BS EN 10219-2: 1997

x-x

0.922 0.493

n/a 1.00

n/a 1.00

n/a 1.00

n/a 1.00

n/a 1.00

n/a 1.00

n/a 1.00



X

Y


CAPACITIES FOR S355

y-y

1.00 0.00

n/a 1.00

n/a 1.00

n/a 1.00

1.00 0.00

n/a 1.00

n/a 1.00

Mcx M, Mm

M,

33.8 33.8 33.8 21.9 21.9 21.9 33.8 33.6 32.4

-

M,

M, M,

M,

44.7 44.7 44.7

44.7 44.7 44.7 28.9 28.9 28.9

28.9 28.3 26.8

, 44.7 1 28.9

0 0

53.3 35.5 0

I 0

Section Mass

Per bletrc

kg - 14.9

- 18.3

- 21.7

- 27.7

Moment Capacity Mcx, Mcy (kNm) and Reduced Moment Capacity M,, M, (kNm) FIP, Limit Semi-Compaci

Compact Axis

Axial Load

2apacity

kN 671

' 2 = A,P,

]nation for Ratios of Axial Load to Axial Load C:

De: D x B

mm 50x1 00

t

mm 4.0

- 0.6

- 32.8 21.9

- 40.9 31.1 24.1

- 47.3 36.6 28.2 18.8 57.1 45.4 35.3 23.8 66.0 52.4 41.7 28.4

-

-

- 0.3

- 33.8 21.9 30.4

- 40.9 31.1 37.2

- 47.3 36.6 43.6 31.5 57.1 45.4 53.8 39.3 66.0 52.4 63.4 46.0 38.4 23.4 36.1

-

-

-

- 0.4

- 33.8 21.9 27.6

- 40.9 31.1 33.8

- 47.3 36.6 39.6 27.7 57.1 45.4 49.0 34.7 66.0 52.4 57.8 41.2 38.4 23.4 33.0

-

-

-

- 0.5

- 33.8 21.9

- 40.9 31.1 29.4

- 47.3 36.6 34.6 23.3 57.1 45.4 42.8 29.3 66.0 52.4 50.5 34.9 38.4 23.4 29.0

-

-

-

- 32.5 21.9

- 40.9 31.1 18.2

- 47.3 36.6 21.4

- 31.7 21.9

- 40.9 31.1 12.3

- 47.3 36.6 14.4

- 29.4 21.9

- 40.9 31.1 6.18

- 47.3 36.6 7.28

- $ $

- 40.9 31.1 0

- 47.3 36.6 0

5.0 ~

831

6.0 ~

980

8.0 ~

1250

M, 45.4 45.4 45.4 Mrx 57.1 57.1 57.1 M, 45.4 44.8 42.7 Mcx 66.0 66.0 66.0 M, 52.4 52.4 52.4

MY 52.4 52.4 50.0

M, 23.4 23.4 23.4 M, 38.4 38.4 38.3

M m 66.0 66.0 66.0

Mcx 38.4 38.4 38.4

Mru -

10.0 33.4 1510

60x80 5.0 17.5 795 38.4 23.4 24.1

6.0 20.7 937 44.7 28.9 42.2 24.2

44.7 28.9 38.6 21 .o

44.7 28.9 34.0 17.7

44.7 28.9 28.3 14.4

44.7 28.9 21.7 10.9

44.7 44.7 28.9 28.9 14.7 7.41 7.34 3.71 53.3 53.3 35.5 35.5 18.5 9.40 t 9.28 4.71

8.0 26.4 1190 53.3 35.5 52.2 29.9

53.3 35.5 47.8 26.3

53.3 35.5 42.2 22.2

53.3 35.5 35.3 18.0

53.3 35.5 27.4 13.7

The section is slender, Mcy = p,Zyea if web is not slender and Mcy = pyJy if web is slender. F = Factored axial load. Mc and M, values in italic fype are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances. $ For these values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 214


and Caoacities (kNm) I Limit I 1.0 1.5 2.0 2.5 3.0 3.5 4.0 5.0 6.0 7.0 8.0 9.0 10.0

47.3 47.3

1080 999 956 825 t 57.1 57.1

660 635 28.2 33.8 817 785 40.9

962 924 47.3

1220 1170 57.1

1480 1410 66.0

784 724 38.4

923 851 44.7

1170 1080 53.3

625 584 28.2 33.8 773 721 40.9

910 848 47.3

1160 1070 57.1

1390 1290 66.0

743 643 38.4

a74 754 44.7

1110 947 53.3

588 526 28.2 33.8 726 648 40.9

547 461 28.2 33.8 674 565 40.9

5.0 p?, = 34.0 p?,= 27.3

6.0 p?, = 39.4 p&=31.5

8.0 PyZ, = 47.6 p&= 38.0

10.0 PJ, = 55.0 p?,= 43.7

5.0

1.00 Pcx

p, 1.00 Mb

1.00 Pcx

p, 1.00 Mb

1.00 P,

p, 1.00 Mb

1.00 Pc,

p, 1.00 Mb

1.00 Pc,

1300 1140 66.0

700 548 38.4

822 640 44.7

1040 796 53.3

1200 977 66.0

652 449 38.4

765 522 44.7

962 641 53.3






Section Designation I F/P, 1 Compression Resistance P,,, P, (kN) and Buckling Resistance Moment Mb (kNm) I D x B

mm

t

mm

187 109 28.2 33.8 229 132 40.9

-

-

__

101 85.8 69.1 56.8 28.2 28.2 28.2 33.8 33.8 33.8

123 104 83.6 68.7 40.9 40.9 40.9

50x1 00

60x80

5 4.0

pyZ, = 22.6 0.922 0.493

380 237 480

577 389 47.3 47.3 47.3 47.3

544 416 324 335 245 186 57.1 57.1 57.1

636 484 376 388 283 215 66.0 66.0 66.0

375 290 227 160 116 87.3 38.4 38.4 38.4

436 336 263 185 133 101

476 57.1 57.1 57.1

- 1080 815 66.0

- 599 360 68.1 54.6 44.7

38.4 36.9 36.2

78.4 62.9 51.5 44.7 43.1 42.2

255 207

38.4 I I

6.0 I 1.00 I P, -

701 41 7 PSx=37.3 1 l.oo I 2

pyZ,,= 24.9 44.7 44.7 44.7 44.7 & I I

8.0 I 1.00 I Pcx

PPx=44.4 I l.oo i 2 p&= 29.7

508 53.3 -

53.3 53.3 -=-IE 53.3 53.3 53.3 w I I I

0 The section can be slender but no allowance has been made in calculating P, and P,. Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances.

FOR EXPLANATION OF TABLES SEE NOTE 10.2 Mb, Should be taken as equal to Mb.

D - 215


Axis

Y-Y

,

1.00 0.00

nla 1.00

nla 1.00

~

~

1.00 0.00

n/a 1.00

nla 1.00

FIP, 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8

M,, 38.0 38.0 38.0 38.0 38.0 35.5 32.9 18.8 18.8 M, 16.8 16.8 16.8 16.8 16.8 16.8 16.8 16.8 16.8

M, - Mcx 46.0 46.0 46.0 46.0 46.0 46.0 46.0 46.0 46.0 M, 24.0 24.0 24.0 24.0 24.0 24.0 24.0 24.0 24.0

M, - M,, 53.3 53.3 53.3 53.3 53.3 53.3 53.3 53.3 53.3 M,, 31.7 31.7 31.7 31.7 31.7 31.7 31.7 31.7 31.7 M, 53.3 53.3 53.3 51.3 47.0 41.5 34.7 26.7 18.0 M, - M,, 64.3 64.3 64.3 64.3 64.3 64.3 64.3 64.3 64.3 M, 39.4 39.4 39.4 39.4 39.4 39.4 39.4 39.4 39.4 M, 64.3 64.3 64.3 63.5 58.3 51.5 43.2 33.5 22.8 M, 39.4 38.7 36.4 33.2 28.8 24.4 19.8 15.0 10.2 M,, 74.1 74.1 74.1 74.1 74.1 74.1 74.1 74.1 74.1 M,, 45.6 45.6 45.6 45.6 45.6 45.6 45.6 45.6 45.6 M, 74.1 74.1 74.1 74.1 68.9 61.0 51.3 39.8 27.5 M, 45.6 45.6 43.0 39.2 34.3 29.1 23.7 18.1 12.3 M,, 43.9 43.9 43.9 43.9 42.5 40.0 37.7 21.7 21.7 M, 22.4 22.4 22.4 22.4 22.4 22.4 22.4 22.4 22.4

M, -

M, 32.0 32.0 32.0 32.0 32.0 32.0 32.0 32.0 32.0

M, - M,, 62.2 62.2 62.2 62.2 62.2 62.2 62.2 62.2 62.2 M, 42.2 42.2 42.2 42.2 42.2 42.2 42.2 42.2 42.2 M, 62.2 62.2 61.4 57.8 52.7 46.3 38.3 29.1 19.6 M, - Mcx 75.8 75.8 75.8 75.8 75.8 75.8 75.8 75.8 75.8 M, 53.3 53.3 53.3 53.3 53.3 53.3 53.3 53.3 53.3 M, 75.8 75.8 75.8 72.2 66.0 58.0 48.3 37.0 24.9 M, 53.3 52.4 49.7 45.3 39.6 33.4 27.1 20.6 13.9 M,, 88.2 88.2 88.2 88.2 88.2 88.2 88.2 88.2 88.2 M,, 62.6 62.6 62.6 62.6 62.6 62.6 62.6 62.6 62.6 M, 88.2 88.2 88.2 85.7 78.4 68.9 57.4 44.5 30.1 M, 62.6 61.8 58.6 53.4 47.3 40.0 32.5 24.8 16.8

Mm 38.0 38.0 38.0 35.9 -

M, 46.0 46.0 46.0 43.9 40.2 35.4 29.6 -

M, 43.9 43.9 42.7 40.2 -

M, 53.3 53.3 53.3 53.3 53.3 53.3 53.3 53.3 53.3

M, 53.3 53.3 52.2 49.1 44.8 39.2 -


COLD-FORMED B RECTANGULAR HOLLOW SECTIONS t-7-

TO AXIAL LOAD (COMPRESSION OR TENSION) AND BENDING f i b *

X CROSS-SECTION CAPACITY CHECK

CAPACITIES FOR S355 Y - Mass

Per Metre

kg - 15.5

FIP, Limit I Moment Capacity M,,, M,, (kNm) and Reduced Moment Capacity M,, M, (kNm) Section Axial Load

Capacity

kN p z = AgP,

ination for Ratios of Axial Load to Axial Load Capacity FIP,


De D x B

mm

t

mm 0.9 1 .o -

x-x 80x80 4.0 699

0.655 0.351

5.0 19.1 866 46.0 24.0 0.991

0.627

6.0 22.6

- 28.9

- 35.0

53.3 31.7 9.10

64.3 39.4 11.6 5.16 74.1 45.6 14.0 6.23

-

-

53.3 31.7 0

64.3 39.4 0 0 74.1 45.6 0 0

-

-

1020

1310

1580

nla 1 .oo -

nla 1 .oo -

nla 1 .oo

8.0

10.0

80x1 00 4.0 16.8

- 20.7

756 0.655 0.325

- 0.991 0.580

5.0 937 53.3 32.0

24.5

- 31.4

62.2 42.2 9.88

75.8 53.3 12.6 7.02 88.2 62.6 15.3 8.50

-

-

62.2 42.2 0

75.8 53.3 0 0

88.2 62.6 0 0

-

-

6.0

8.0

1110

1420

nla 1 .oo -

nla 1 .oo

10.0 38.1 1730 nla 1 .oo

* The section is slender, M, = p,Zy,, if web is not slender and Mcy = pyJ, if web is slender. F = Factored axial load. M, and M, values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances. $ For these values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 216


BS 5950-1 : 2000

I BS EN 10219-2: 1997 I COLD-FORMED


9.0

159 50.5 29.2 35.1 194 60.8 35.4 42.7 225 70.2 49.8

274 84.6 61.6

319 96.5 72.2

182 80.7 36.6 43.9 222 98.3 44.4 53.3 259 114 62.2

318 139 75.8

373 161 88.2

10.0

132 41.4 28.6 34.2 161 49.8 34.7 41.6 187 57.5 48.5

228 69.3 60.1

265 79.0 70.3

152 66.4 36.6 43.9 185 80.8 44.4 53.3 216 93.8 62.2

265 114 75.8

310 132 88.2

7.0

240 80.7 31.6 38.0 293 97.2 38.3 46.0 341 112 53.3

417 135 64.3

487 155 74.1

273 128 36.6 43.9 334 155 44.4 53.3 390 180 62.2

482 220 75.8

566 256 88.2

8.0

194 63.0 31.6 38.0 236 75.9 38.3 46.0 275 87.5 53.3

335 106 64.3

390 121 74.1

222 100 36.6 43.9 271 122 44.4 53.3 316 142 62.2

388 173 75.8

456 200 88.2

5.0

379 148 31.6 38.0 465 178 38.3 46.0 543 206 53.3

671 249 64.3

791 286 74.1

426 227 36.6 43.9 523 277 44.4 53.3 613 322 62.2

764 395 75.8

6.0

301 107 31.6 38.0 368 129 38.3 46.0 429 149 53.3

527 180 64.3

617 206 74.1

341 167 36.6 43.9 418 204 44.4 53.3 489 237 62.2

605 290 75.8


X MEMBER BUCKLING CHECK


Section Designation I F/P, I Compression Resistance P,,, P, (kN) and Buckling Resistance Moment Mb (kNm) cities y m ) I Limit I for

Varying effective lengths LE (m) within the limiting value of F/P, and Cal D x B

mm 3.0 I 3.5 I 4.0 2.0 2.5

632 596 491 406 31.6 31.6 38.0 38.0 781 736 602 495 38.3 38.3 46.0 46.0 920 867 705 577 53.3 53.3

1170 1100 880 713 64.3 64.3

1410 1320 1040 833 74.1 74.1

mm 80x80 0 4.0

pq, = 31.6 pyz, = 20.1

557 I 515 I 469 pcx 697 665 p, 640 572 Mb 31.6 31.6 Mb 38.0 38.0 p, 862 823 p, 791 704 Mb 38.3 38.3 Mb 46.0 46.0 p,, 1020 970 p, 931 827 Mb 53.3 53.3

0.655

0.655 0.351

=P+= 31.6 31.6 31.6

0 5.0 p,Z, = 38.3 pyZ, = 24.2

0.991

0.991 0.627

398

46.0 46.0 46.0 + 6.0 pq, = 44.4 pJv = 27.9

1 .oo

53.3 53.3 53.3 x 1 .oo

1 .oo p,, 1300 1230 p, 1180 1040 Mb 64.3 64.3

Pcx 1570 1490 p, 1420 1250 Mb 74.1 74.1

p, 756 723 P, 718 662 Mb 36.6 36.6 Mh 43.9 43.9

8.0 p,Zx = 53.6 pyz, = 33.4

10.0 pJx = 61.8 p&= 38.0

64.3 64.3 64.3 w 1 .oo

1 .oo

1 .oo

I I

12201 11101 1000 657 I ;i; I 420 74.1 74.1

180x1 00 9 4.0 p?, = 36.6 pyZ, = 26.6

611 I 567 I 521 688 652 598 526 36.6 36.6 43.9 43.9 852 805 738 648 44.4 44.4 53.3 53.3 1000 950 868 760 62.2 62.2

1280 1210 1100 955 75.8 75.8

~~

0.655

0.655 0.325

* 36.6 36.6 36.6 43.9 43.9 43.9

466 44.4 44.4 44.4

0 5.0 pyz, = 44.4 p,ZV = 32.1

P,, I 936 I 895 0.991

0.991 0.580 w 44.4 44.4

bl4

I 53.3 53.3 1110 1060

53.3 53.3 53.3 + 6.0 p?, = 51.8 pyz, = 37.3

1 .oo p, 1050 964 Mb 62.2 62.2

P, 1410 1350 p, 1340 1230 Mb 75.8 75.8

1 .oo

1 .oo 8.0 p?, = 63.2 pJ,= 45.1

10.0

p&= 52.2 p,Zx = 73.5

808 673 560 75.8 75.8 75.8 1 .oo

1 .oo

1 .oo

I I

pcx I 1710 I 1630 1

1360 [ 1250 I 1130 1_ 88.2 88.2 955 791 655 88.2 88.2 88.2

I I

0 The section can be slender but no allowance has been made in calculating P,, and P,. Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances. Mbs should be taken as equal to Mb FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 217



COLD-FORMED B RECTANGULAR HOLLOW SECTIONS Y


X

Y


CAPACITIES FOR S355

Section Mass

Per Metre

kg 18.0 -

Moment Capacity Mcx, M, (kNrn) and Reduced Moment Capacity M,, M, (kNrn) FIP, Limit


Axis

Axial Load

Capacity

kN

81 3

p z = $P!

nation for Ratios of Axial Load to Axial Load CaDacitv FIP,

Del D x B

mm

t

mm

- 0.0

- 51.1 22.7 51.1

- 0.1

- 51.1 22.7 51.1

- 0.2

- 51.1 22.7 50.2

- 0.3

- 49.9 22.7

x-x -

0.527 0.232

Y-Y - 4.0 00x1 00

00x1 20

5.0 22.3 1010 62.2 32.4 62.2

62.2 32.4 62.2

62.2 32.4 61.4

62.2 32.4 57.8

0.820 0.468

6.0 26.4

- 33.9

72.4 42.9 72.4

- 89.0 58.6 89.0 58.6

72.4 42.9 72.4

- 89.0 58.6 89.0 57.5

72.4 42.9 72.3

- 89.0 58.6 89.0 54.4

72.4 42.9 68.1

- 89.0 58.6 85.5 49.3

72.4 42.9 0

1190

1530

1 .oo 0.00

- nla 1 .oo

nla 1 .oo - nla 1 .oo

89.0 58.6 0 0

8.0

10.0 41.3

- 19.3

- 23.8

- 28.3

104 69.2 104 69.2

57.5 28.7

-

- 70.3 40.8 70.3

- 82.2 54.3 82.2

104 69.2 104 68.0

57.5 28.7

-

- 70.3 40.8 70.3

- 82.2 54.3 82.2

104 69.2 104 64.3

57.5 28.7

-

- 70.3 40.8 68.1

- 82.2 54.3 80.3

104 69.2 102 58.2

54.9 28.7

-

- 70.3 40.8 64.0

- 82.2 54.3 75.5

104 69.2

0 0

$ $

-

- $ $

- 82.2 54.3 0

1870

870

nla 1 .oo -

-

- 1 .oo 0.00

nla 1 .oo -

0.527 0.00

- 0.820 0.438

- nla 1 .oo

4.0

5.0 1080

1280 6.0

8.0 36.5

- 44.4

102 74.2 102 74.2 120 88.8 120 88.8

-

102 74.2 102 73.0 120 88.8 120 87.3

-

102 74.2 101 69.4 120 88.8 120 83.1

-

102 74.2 95.0 63.4 120 88.8 114 76.0

-

102 74.2

0 0 120 88.8 0 0

-

1650

201 0

nla 1 .oo -

nla 1 .oo

nla 1 .oo - nla 1 .oo

10.0

The section is slender, M, = pyZ,,, if web is not slender and M, = pVJ, if web is slender. F = Factored axial load. Mc and M, values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances. $ For these values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 218



COLD-FORMED

and

B I

Capacities (kNm) I Limit I


mm 0 4.0


, - - . , - L ( m ) 1.0 1.5 2.0 2.5 3.0 3.5 4.0 5.0 6.0 7.0 8.0 9.0 10.0

0.527 Pcx 813 787 753 718 681 640 596 503 413 337 276 229 192


p,Zx = 42.6 p?,=29.2

0 5.0 p,Zx = 51.8 p?,=35.3

6.0 p,Zx = 60.4 p,Zv=40.8

X

p, 773 714 647 571 491 415 348 249 183 140 110 89 73.0 0.527 Mb 42.6 42.6 42.6 42.6 42.6 42.6 42.6 42.6 42.6 42.6 42.6 42.6 42.6 0.232 Mb 51.1 51.1 51.1 51.1 51.1 51.1 51.1 51.1 51.1 51.1 51.1 51.1 51.1

0.820 Pcx 1010 974 933 889 842 790 735 618 507 413 338 280 234 p, 957 883 798 703 603 508 426 304 224 171 134 108 88.9

0.820 Mb 51.8 51.8 51.8 51.8 51.8 51.8 51.8 51.8 51.8 51.8 51.8 51.8 51.8 0.468 Mb 62.2 62.2 62.2 62.2 62.2 62.2 62.2 62.2 62.2 62.2 62.2 62.2 62.2 1.00 pcx 1190 1150 1100 1050 993 932 866 727 595 484 396 327 274

p, 1130 1040 939 825 705 593 496 352 259 198 155 125 103 1.00 Mb 72.4 72.4 72.4 72.4 72.4 72.4 72.4 72.4 72.4 72.4 72.4 72.4 72.4

Y

8.0 pYZ, = 74.2 p,Z,=50.1

Section Designation [ F/P, I Compression Resistance P,,, P, (kN) and Buckling Resistance Moment Mb (kNm) i

1.00 Pcx 1530 1480 1410 1340 1270 1180 1100 913 742 600 490 404 338

p, 1450 1330 1190 1040 884 739 616 435 320 243 191 154 126 1.00 Mb 89.0 89.0 89.0 89.0 89.0 89.0 89.0 89.0 89.0 89.0 89.0 89.0 89.0

p,Zx = 86.6 p?,=58.2

DxB

mm

!00x100

P, 1760 1610 1440 1240 1050 871 723 509 373 283 222 1.00 Mb 104 104 104 104 104 104 104 104 104 104 104 104

!OOx120 0.527

0.527

0.820

i for

pcx 870 844 810 774 735 693 648 551 457 375 308 256 215

P, 846 794 738 675 606 534 464 346 261 202 160 130 107

Mb 47.9 47.9 47.9 47.9 47.9 47.9 47.9 47.9 47.9 47.9 47.9 47.9 47.9

, Pcx , 1080 , 1050 , 1000, 958 , 910 , 857 , 800 , 679 , 561 , 460 , 378 , 313 , 263 ,

! I I Varvina effective lenaths L, fm) within the limitina value of F/P, i

. .

6.0 0.438 Mb 70.3 70.3 70.3 70.3 70.3 70.3 70.3 70.3 70.3 70.3 70.3 70.3 70.3 1.00 pcx 1280 1240 1190 1130 1070 1010 943 799 659 539 442 367 308

pvZx = 68.5 p,Z,=51.8

P, 1240 1160 1080 983 879 771 667 495 373 288 228 185 152 1.00 Mb 82.2 82.2 82.2 82.2 82.2 82.2 82.2 82.2 82.2 82.2 82.2 82.2 82.2

1 I I I I I I I I I I I I I 1

10.0 I 1.00 I pcx I 1870 I 1790 I 1710 I 16201 15301 14301 13201 10901 882 I 711 I 578 I 477 I 398

8.0 p,Zx = 84.8 p$,=63.9

10.0 p,Zx = 99.8 p?,=74.6

1.00 pcx 1650 1590 1520 1450 1380 1290 1200 1010 829 675 552 457 383

P, 1590 1490 1380 1250 1110 971 837 617 463 357 282 228 188 1.00 Mb 102 102 102 102 102 102 102 102 102 102 102 102 102

1.00 pcx 2010 1940 1850 1760 1670 1560 1450 1210 988 802 655 541 452

P, 1940 1810 1670 1510 1340 1160 995 730 546 420 332 268 221 1.00 Mb 120 120 120 120 120 120 120 120 120 120 120 120 120

0 4.0 pyz, = 47.9 p,Z, = 36.6

5 5.0 pqX=58.61 I 2 I 1050I 984 I 913 I 834 1 746 f 656 1 569 I 423 I 319 I 247 I 195 I 158 I 131 pJz, = 44.4 0.820 58.6 58.6 58.6 58.6 58.6 58.6 58.6 58.6 58.6 I 58.6 I 58.6 I 58.6 I 58.6

9 The section can be slender but no allowance has been made in calculating Pcx and P,. Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb values in italic type are governed by 1.2pJ and a higher value may be used in some circumstances.

FOR EXPLANATION OF TABLES SEE NOTE 10.2 Mb, should be taken as equal tO Mb.



COLD-FORMED B RECTANGULAR HOLLOW SECTIONS k-

TO AXIAL LOAD (COMPRESSION OR TENSION) AND BENDING I

CROSS-SECTION CAPACITY CHECK X

CAPACITIES FOR S355 V

Moment Capacity M,,, M, (kNm) and Reduced Moment Capacity M,: M, (kNm) for

Ratios of Axial Load to Axial Load CaDacitv FIP.

Mcx 54.6 54.6 54.6 M, 38.6 38.6 38.6 Mrx -

Mcx 96.2 96.2 96.2 M, 72.5 72.5 72.5 M, 96.2 95.0 91.6

54.6 54.6 38.6 38.6

80.7 80.7 f 54.8 54.8

72.5 72.5 72.5 72.5 72.5 72.5 67.2 54.7 41.3 27.7 14.0 0

121 121 121 121 121 121 100 100 100 100 100 100 85.8 70.1 53.1 35.7 18.0 0 65.1 52.6 39.8 26.8 13.5 0 143 143 143 143 143 143 120 120 120 120 120 120 103 84.9 64.4 43.5 22.0 0 78.8 63.7 48.4 32.6 16.5 0

The section is slender, M, = pqXefi, M, = p A M if web is not slender and M,, = pyJx, Mcy = pyJy if web is slender. F = Factored axial load. M, and M, values in italic rype are governed by 1.2~7 and a higher value may be used in some circumstances. $ For these values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2

~


1 BS 5950-1 : 2000 I AXIAL LOAD & BENDING I BS EN 10219-2: 1997




RESISTANCES AND CAPACITIES FOR S355 V I Section Designation I FIP, I Compression Resistance P,,, PCy (kN) and Buckling Resistance Moment Mb (kkm)

113 68.5

198 132 96.2

248 165 121 I

294 195 143

~ i

9 The section can be slender but no allowance has been made in calculating P,, and Pcy. Under combined axial compression and bending the capacities are only valid up to the given FIP, limit. For higher values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb values in italic type are governed by 1 .Pp7 and a higher value may be used in some circumstances. Mbs Should be taken as equal to Mb. FOR EXPLANATION OF TABLES SEE NOTE 10.2

i

I


0.8

43.9 56.2

77.9 74.9

167 116 51.7

0.9 1.0

$ $ $ $

77.9 $ 74.9 $

167 167 116 116 26.1 0

199 145 63.1 37.9 220 164 72.8 43.7 226 169 75.3 45.2

199 199 145 145 31.9 0 19.1 0 220 220 164 164 36.9 0 22.1 0 226 226 169 169 38.1 0 22.9 0


COLD-FORMED B RECTANGULAR HOLLOW SECTIONS



CAPACITIES FOR S355

Section I Mass I Axial I F/P, Limit I Moment Capacity M,,, M, (kNm) and Reduced Mom for

Ratios of Axial Load to Axial Load CaDacitv FIP, De

D x B

mm

- 0.0 - 0.1 - 0.2 - 0.3

150x1 50 112 56.2

- 132 74.9 132

- 167 116 167

- 199 145 199 145 220 164 220 164 226 169 226 169

-

-

-

112 56.2

- 132 74.9 132

- 167 116 167

199 145 199 143 220 164 220 162 226 169 226 167

-

-

-

-

112 56.2

- 132 74.9 128

- 167 116 163

199 145 197 136 220 164 220 154 226 169 226 159

-

-

-

-

107 56.2

- 132 74.9 120

167 116 154

-

101 56.2

95.1 56.2

43.9 56.2

43.9 56.2

132 74.9

126 74.9

120 74.9

115 74.9

- 167 116

- 167 116 123

- 167 116 101

- 167 116 76.8 140

199 1 45 186 124 220 164 21 0 141 226 169 21 7 145

-

-

-

199 145 169 109 220 164 192

-

199 145 148 91.8 220 164 168

-

199 145 122 74.2 220 164 139

-

199 145 93.6 56.2 220 164 108

-

169 198 129 -

169 174 109 -

169 144 88.1 -

169 111 66.9 -

The section is slender, M, = p,..ZZ,,, if web is not slender and M, = pyrZy if web is slender. F = Factored axial load. M, and M, values in italic type are governed by 1 . 2 ~ s and a higher value may be used in some circumstances. $ For these values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 222


BS 5950-1 : 2000 I AXIAL LOAD & BENDING 1 BS EN 10219-2: 1997 I





B m X .t

V Section Designation I F/P, I Compression Resistance P,,, P, (kN) and Buckling Resistance Moment Mb (khrn) I

and Cal D x B

rnm 150x1 50

:ities (kNrn) I Limit I for I

9 The section can be slender but no allowance has been made in calculating P,, and P,. Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb values in italic typeare governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances.


D - 223



Section pation

t

mm

6.0

8.0

10.0

12.0

I BS 5950-1 : 2000 I

Mass Axial per Load

Metre Capacity

kg kN

35.8 1620

p, = AgP,

46.5 2100

57.0 2580

66.0 2990

I BS EN 10219-2: 1997 I

- Y-Y

~

1.00 0.00

nla 1.00

n/a 1.00

1.00 0.00

n/a

COLD-FORMED

FIP, 0.0

Mcx 135 M,, 45.4 M, 135 M, - Mcx 170 M, 71.0 M, 170 M, - M,, 202 M, loo M, 202 M, - M,, 222 M, 114 M, 222 M, 114 Mc, 227 M,, 117 M, 227 M, 117 Mcx 186 Mcy 1 1 1 M, - M, - Mcx 267 M, 173 M, 267 M, - Mcx 321 M, 245 Mm 321 M, - Mcx 363 Mcy 284

B

0.9

151 71.0

202 100 38.1

222 114 44.1 14.7 227 117 45.6 15.2

232 173

321 245 48.9

363 284 57.0 38.0 374 294 59 39.4

RECTANGULAR HOLLOW SECTIONS F- TO AXIAL LOAD (COMPRESSION OR TENSION) AND BENDING ~ 4+a

1.0

$ $ $ $

$ $

202 100 0

222 114 0 0 227 117 0 0

$ $ $ $

$ $

321 245 0

363 284 0 0 374 294 0 0

0.5

116 45.4

170 71.0 137

202 100 166

222 114 187 69.2 227 117 193 71.4 177 1 1 1

267 173

321 245 232

363 284 268 183 374 294 276 189

0.6

52.9 45.4

170 71.0 116

202 100 140

222 114 158 56.2 227 117 163 58.0 81.7 1 1 1

260 173

321 245 190

363 284 221 148 374 294 227 153

0.7

52.9 45.4

170 71.0

202 100 109

222 114 124 42.8 227 117 128 44.2 81.7 1 1 1

257 173

321 245 144

363 284 168 112 374 294 174 116

0.8

$ $

168 71.0

202 100 75.2

222 114 86.7 29.0 227 117 89.6 30.0 81.7 1 1 1

251 173

321 245 97.0

363 284 113 75.2 374 294 117 78.0

CROSS-SECTION CAPACITY CHECK X

CAPACITIES FOR S355 V

FIP, Limit I Moment Capacity M,,, M,, (kNm) and Reduced Moment Capacity M,: M, (kNm) for

Ratios of Axial Load to Axial Load CE De:

D x B

mm

Con act I city FIP, A -

x-x -

0.527 0.262

0.1 0.2

- 135 45.4 i35

0.3

- 135 45.4

0.4

- 128 45.4

00x1 00 135 45.4 135

170 71 .O 170

- 202 100 202

i 70 71 .O 170

- 202 100 202

170 71 .O 168

- 202 100 202

170 71 .O 155

202 100 187

-

0.922 0.629

- n/a 1 .oo

222 114 222 1 1 1 227 117 227 114

-

222 114 222 103 227 117 227 106 186 1 1 1

-

-

- 267 1 73 256

222 114 222 93.8 227 117 227 96.6 186 1 1 1

-

-

- 267 173 241

222 114 21 0 81.7 227 117 21 7 84.2 186 1 1 1

-

-

- 267 173 21 9

nla 1 .oo - n/a 1 .oo

186 1 1 1

- 267 173 266

00x200 0.527 0.00

-

0.922 0.495

32 1 245 32 1

- 363 284 363 280

321 245 312

321 245 293

321 245 266

- 363 284 307 21 7

nla 1 .oo -

n/a 1 .oo

~

363 284 359 267 374 294 369 276

-

-

363 284 337 246

374 294 374 289 -

374 294 347 254 -

374 294 31 6 225 -

n/a 1 .oo

The section is slender, M, = pyZveff if web is not slender and M, = pVJ, if web is slender. F = Factored axial load. M, and M, values in italic type are governed by 1.2~7 and a higher value may be used in some circumstances. $ For these values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2

D - 224


BS 5950-1 : 2000 AXIAL LOAD & BENDING BS EN 10219-2: 1997



1

Section Designation and Cai D x B

mrn

lOOXl 00

~00x200

:ities (kNm) t

mm

5 6.0 @,= 113 p,Zv = 59.6

$8.0 @, = 142 p?,= 74.2

10.0 p,Z, = 168

P?, = 87

12.0 p?, = 185 pyz, = 95.5

12.5 pyz, = 190 pyZ, = 97.6

$6.0 p?, = 174 pyZ,= 141

3 8.0 pyz, = 222 p&= 179

10.0 p,Z, = 268 pJ,= 215

12.0 p,Z, = 303 pyZ, = 243

12.5 pJ,= 312 pyZ, = 251



1

B

5 The section can be slender but no allowance has been made in calculating P,, and PCy. Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. M, values in italic type are governed by 1.2p,Z and a higher value may be used in some circumstances. Mbs should be taken as equal to Mb. FOR EXPLANATION OF TABLES SEE NOTE 10.2



COLD-FORMED

D x B

mm 00x200

t

mm 8.0

10.0

12.0

B RECTANGULAR HOLLOW SECTIONS


X

Y


CAPACITIES FOR S355 - Mass

Per Metre

kg - 71.6

88.4

104

108

-

Axial I F/P, Limit 1 Moment Capacity M,, M, (kNm) and Reduced Moment Capacity M,, M, (kNm) Load I Semi-Compact I

Ratios of Axial Load to for Axial Load

0.1

404 179 404

- 490 256 490

558 335 558

5 79 356 579

-

Capacity FIP,

579 547 500 440 367 284

The section is slender, M, = P&,,~ if web is not slender and M, = p&, if web is slender. F = Factored axial load. M, and M, values in italic type are governed by 1.242 and a higher value may be used in some circumstances. $ For these values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. - Not applicable for semi-compact and slender sections. FOR EXPLANATION OF TABLES SEE NOTE 10.2

558 558 558 335 335 335

579 579 579 356 356 356

D - 226


BS 5950-1 : 2000

I BS EN 10219-2: 1997 I AXIAL LOAD & BENDING

COLD-FORMED

FIP, Compression Resistance P,,, P, (kN) and Buckling Resistance Moment Mb (kNm)

3000 2570 337 404 3710 3170 408 490 4320 3680 558

____

4490 3820 579

2860 2270 337 404 3540 2790 408 490 4110 3230 558

4270 3340 579

2180 1170 337 404 2690 1420 408 490 3100 1620 558 ~-

3220 1680 579

1990 989 337 404 2450 1200 408 490 2830 1370 558

2940 1420 579




Section Designation Limit for

cti:;ert;;Li (;!owi and Cal D x B

mm

cities (kNm) t

mm

Varying effc

T iin the limiting

T alue 01

11.0 14.0

100x200 Q 8.0 p,Zx = 337 pyZ, = 231

0.527 2710 2540 2370 1950 1650 1390 337 337 337 404 404 404 3350 3140 2920 2390 2020 1690 408 408 408 St 490 490 490

1810 845

1330 557

1640 1480 729 635 337 337 404 404 2010 1810 887 772 408 408 490 490 2310 2080 1010 879 558 558

2400 2160 1040 908

' 579 579

3240 3130 3080 2840 337 337

Mh 404 404 337 404

337 404

0.527 0.233 0.820 Q 10.0

p,Z, = 408 pyZ, = 279

2230 1030

1640 677 408 490 1870 770 558

-

-

~

- 1940 796 579 -

-

0.820 0.471

408 490 2560 1170

- w 4690 4520 12.0 p,Zx = 465. pyZ, = 31 9

1 .oo

1 .oo 558

- 2660 1210 579 -

12.5 pyZ, = 483 p,Z, = 329

1 .oo 4860 4690 4600 4240 579 579 1 .oo

j The section can be slender but no allowance has been made in calculating P,, and P,. Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb values in italic type are governed by 1.2p,Z and a higher value may be used in some circumstances. Mbs should be taken as equal to M,. FOR EXPLANATION OF TABLES SEE NOTE 10.2



40.5 119 35.7 14.3 322 36.9 88.4 29.5

,

BS 5950-1 : 2000

300x1 00x46

BS 4-1 : 1993 PARALLEL FLANGE CHANNELS SUBJECT

Mv2 Mcx


X f x



12.8 221 33.8 58.9 24.3 11.8 202 26.9 55.0 20.8 9.40 151 24.0 40.2

Section Designation I FIP, Limit I Moment Capacity Mcx, M, (kNm) and Reduced Moment Capacity M,, M, (kNm)

6.51 0 221 221 33.8 33.8 29.7 0 13.0 0 6.01 0 202 202 26.9 26.9 27.8 0 11.2 0 4.78 0 151 151 24.0 24.0 20.3 0

p, = $py = 2000 nla M, 1 .oo M,

M,l

24.0 23.5

24.0 24.0 24.0 17.2 9.24 0 19.9 16.2 12.4 8.37 4.25 0

23.2 98.7

19.6 16.0 12.2 8.24 4.19 0 98.7 98.7 98.7 98.7 98.7 98.7

for Ratios of Axial Load to Axial Load Capacity FIP,

and Axial load Capacity . -

p z (kN) Compact FIP, 430x1 00x64 Mcx

- 0.2 422 40.5 400 40.5 40.5 322 36.9 305 36.9 36.9 221 33.8 208 33.8 33.8 202 26 9 - 191 26.9 26.9 151 24.0 142 24.0 24.0 116 14.7 110 14.7 14.7

-

-

-

-

-

-

0.0 422 40.5 422 40.5 40.5 322 36.9 322 36.9 36.9 221 33.8 221 33.8 33.8 202 26.9 .

-

-

-

-

20; 26.9 26.9 151 24.0 151 24.0 24.0 116 14.7 116 14.7 14.7

-

-

0.1 422 40.5 41 6 40.5 40.5 322 36.9 31 8 36.9 36.9 221 33.8 21 8 33.8 33.8 202 26.9 199 26.9 26.9 151 24.0 149 24.0 24.0 116 14.7 115 14.7 14.7 126 23.4 124 23.4 23.4 98.7 14.8 97.2 14.8 14.8

-

-

-

-

-

-

-

-

-

0.3 422 40.5 374 40.5 40.5 322 36.9 283 36.9 36.9 22 1 33.8 192 33.8 33.8 202 -26.9 177 26.9 26.9 151 24.0 131 24.0 24.0 116 14.7 102 14.7 14.7 126 23.4 108 23.4 23.4 98.7 14.8 85.6 14.8 14.8

-

-

-

-

-

-

-

-

-

0.4 422 40.5 337 40.5 39.7 322 36.9 253 36.9 35.8 221 33.8 170 33.8 33.1 202 26.9 158 26.9

-

-

-

-

0.5 422 40.5 289 40.5 33.7 322 36.9 21 5 36.9 30.4 221 33.8 143 33.8 28.1 202 26.9 133 26.9

-

-

-

0.6 422 40.5 234 40.5 27.5 322 36.9 174 36.9 24.7 221 33.8 115 33.8 22.9 202 26.9 108 26.9 18.1 151 24.0 78.9

-

0.7 422 40.5 177 40.5 21 .o 322 36.9 131 36.9 18.9 221 33.8 87.4 33.8 17.4

nla 1 .oo

P, = A#, = 2830 40.5 0 0 0

322 36.9

0 0

40.5 60.3 19.4 7.29 322 36.9 44.6 15.9

380x1 00x54 P, = A,p, = 2370 nla

1 .oo

202 26.9 81.7 26.9 13.9 151 24.0 59.7

-

nla 1 .oo

P, = A#, = 1870

Zfg 24.0 260x90~35 P, = A,p, = 1580 nla

1 .oo

260x75~28 P, = $py = 1250

116 14.7 91.4 14.7 14.2 126 23.4 94.5 23.4

-

116 14.7 77.3 14.7 12.0 126 23.4 79.5 23.4

-

116 14.7 31.8 11.6 5.07 126 23.4 32.8 15.6

-

116 14.7 62.5 14.7 9.79 126 23.4 64.3 23.4

116 14.7 47.3 14.7 7.47 126 23.4 48.7 21.8

nla 1 .oo , 16.1 ' 6.27

2.57 I 126

16.6 8.32

230x90~32 P, = $py = 1460

126 23.4 126 23.4 23.4 98.7 14.8 98.7 14.8 14.8

-

-

126 23.4 118 23.4 23.4 98.7 '14.8 92.9 14.8 14.8

-

-

nla 1-00

230x75~26 P,=$py= 1160 14.8

75.3 14.8 14.5 -

14.8 63.6 14.8 12.3 -

14.8 51.4 14.8 10.0 -

14.8 1 14.8 1 r4 1 1i8 38.9 26.2 13.2 14.7 10.6 7.64 5.17 2.63

nla 1 .oo

F = Factored axial load. Mc and M, values in italic type are governed by 1 . 2 ~ 7 and a higher value may be used in some circumstances. M, = MW1, if axial load and moment induce stresses of the same kind towards back of the web. M, = M,, if axial load and moment induce stresses of the opposite kind towards back of the web. The values in this table are conservative for tension as the more onerous compression section classification limits have been used. FOR EXPLANATION OF TABLES SEE NOTE 10.1


- 3.5

2730 888 205 312

2260 779 161 244

1840 681 121 170

1710 513 96.2 139

1400 445 74.7 106

1100 249 44.3 66.2

1260 421 66.5 89.6

998 241 41.2 57.5

- . . 4.0

2680 713 180 277

2210 628 142 218

1780 550 109 153

1660 409 85.3 122

1350 356 66.5 92.9

1060 196 38.9 55.7

1200 337 59.7 78.8

954 190 36.5 48.6

72.2 83.4

- 128C 159 58.7 59.5

-

110 157

- 1450 569 84.9 119

- 1140 324 51.4 78.1

74.8 101

- 1040 313 47.2 67.6

2000 1810 221 221

1870 1630 198 202

2000 1980 1940 1590 1330 1080 200 177 155 221 219 203

1870 1850 1800 1390 1110 854 173 149 127 202 192 175

1300 148 50.8 54.2

990 129 40.1 41.8

769 69.5 22.7 22.7

117C 115 44.8 43.1

865 100 35.5 33.3

669 53.8 20.0 17.9

69.4 91.7

1240 240 54.4 70.3

970 131 31.3 40.0

58.6 69.7

1120 172 46.1 53.6

871 93.0 26.3 29.7

1580 1380 149 151

1250 1030 108 116

1580 1540 1490 1180 951 737 131 113 97.7 151 144 132

1250 1210 1180 811 597 435 90.1 73.8 60.9 114 103 90.7

1460 1280 125 126

1160 963 92.3 98.7

1450 1400 1360 1100 890 693 110 96.9 84.9 126 121 111

1150 1120 1080 769 572 419 78.1 65.3 55.1 97.3 88.1 78.0


PARALLEL FLANGE CHANNELS SUBJECT TO AXIAL COMPRESSION AND BENDING

X Ex Y



Section Designation I F/P, I Compression Resistance Pcx, P, (kN) and Buckling Resistance Moment Mb, Mbs (kNm)

CaDacities and I Limit I for Vawina effective lenaths LF (m) within the limiting value of F/P,

7 e p,

Mb

bs

7 pcx

p, Mb

Mbs

* 2830 2830 2830 2830 5.0 :: 7.0 1 8.0

2580 2470 2350 222C 484 348 262 204 144 103 90.3 214 165 130 104

(kN, kNm) 430x1 00x64

P, = $py = 2830 pJx = 352 PJ, = 33.8

- 1 .oo

1 .oo

- 1 .oo

2520 2190 1810 1430 4221+-z+%

380x100~54 . P, = $py = 2370 pJx = 273 PJ, = 30.8

I 2300 981

2110 2010 E’ 1670 1550

89.6 76.1 120 93.7

1890 232 82.1 104

-

- 1420 204 66.3 74.0

__

177c 181

1 .oo 185 I 269

300x1 00x46 P, = $py = 2000 pJx = 189 pJ,= 28.2

1 .oo pcx

p, Mb

Mbs

- pcx

p, Mb

Mbs

1890 855 137 187

1 .oo

- 1 .oo 300x90~41

P, = $py = 1870 pJx= 171 PYZ, = 22.4

1760 657

1550 1430 276 I 198 I

1 .oo

PCX

p, Mb

Mbs

- P,

p, Mb

Mbs

pcx - p,

Mb

Mbs

- pcx

p, Mb

Mbs

-

260x90~35 P, = A,p, = 1580 pJx= 129 pJy = 20.0

260x75~28 P, = $py = 1 250 p q X = 98.7 pyz, = 12.2

1 .oo

1 .oo

- 1 .oo

1 .oo

230x90~32 P,= A&= 1460 p q x = 109 pJ,= 19.5

1 .oo 1310 537

1 .oo

- 1 .oo 230x75~26

P,=$p,,= 1160 pJx = 84.8 pyZ, = 12.4

1 .oo

I I I I I I

Under combined axial compression and bending the capacities are only valid up to the given F/P, limit. For higher values of F/P, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb is obtained using an equivalent slenderness = u.v.LE/rYp>.’ Mbs is obtained using an equivalent slenderness = 0.5 Ur,. Effective length LE = L. FOR EXPLANATION OF TABLES SEE NOTE 10.1


0.1 103 22.7 101 22.7 22.7 80.6 14.4 79.3 14.4 14.4 82.4 20.2 80.9 20.2 20.2

7

-

63.5 18.9 62.3 18.9 18.9 46.9 11.3 46.0 11.3 11.3 31.9 8.01 31.3 8.01 8.01 17.4 4.21 17.1 4.21 4.21

-

-

-

0.2 103 22.7 96.0 22.7 22.7 80.6 14.4 75.3 14.4 14.4 82.4 20.2 76.3 20.2 20.2 62.5 12.3 58.5 12.3 12.3

-


PARALLEL FLANGE CHANNELS SUBJECT TO AXIAL LOAD (COMPRESSION OR TENSION) AND BENDING

xtx Y CROSS-SECTION CAPACITY CHECK

CAPACITIES FOR S355


Axial load Capacity

200x90~30 p, (kN)

P,= $pv= 1350

FIP, Limit

Semi-Compacl Compact

nla 1 .oo

Moment Capacity Mcx, M, (kNm) and Reduced Moment Capacity M,, M, (kNm) for

I to Axii R itios of xial Loa Load C ipacity F 0.7 103 22.7 39.1 19.6 12.0 80.6 14.4 30.9 13.1 7.54 82.4 20.2 30.8 17.1 10.7 62.5 12.3 24.1 11.5 6.35 63.5 18.9 23.5 15.4 10.2 46.9 11.3 17.7 9.87 5.99 31.9 8.01 12.1 7.02 4.28 17.4 4.21 6.65 3.73 2.26

'P, 0.8 ~ 0.0

103 22.7 103 22.7 22.7 80.6 14.4 80.6 14.4 14.4

0.3 103 22.7 86.9 22.7 22.7 80.6 14.4 68.7 14.4 14.4 82.4 20.2 68.8 20.2 20.2

-

-

-

0.4 103 22.7 75.6 22.7 22.7 80.6 14.4 59.9 14.4 14.4 82.4 20.2 59.7 20.2 20.2 62.5 12.3 46.8 12.3 12.1

0.5 103 22.7 63.7 22.7 19.4 80.6 14.4 50.4 14.4 12.2 82.4 20.2 50.3 20.2 17.3

-

0.6 103 22.7 51.6 22.7 15.8 80.6 14.4 40.8 14.4 9.89 82.4 20.2 40.7 20.2 14.1

- 0.9 1 .o 103 22.7 26.3 14.0 8.14 80.6 14.4 20.8 9.39 5.1 1 82.4 20.2 20.8 12.2 7.25 62.5 12.3 16.2 8.23 4.30 63.5 18.9 15.8 10.9 6.90 46.9 11.3 11.9 7.04 4.05 31.9 8.01 8.1 5 5.01 2.90 17.4 4.21 4.50 2.67 1.54

103 22.7 13.3 7.46 4.13 80.6 14.4 10.5 5.01 2.59 82.4 20.2 10.5 6.48 3.68 62.5 12.3 8.20 4.40 2.18 63.5 18.9 8.00 5.81 3.51

103 22.7

0 0 0

80.6 14.4 0 0 0

82.4 20.2

0 0 0

62.5 12.3

0 0 0

63.5 18.9 0 0 0

200x75~23 P, = $py = 1060 n/a

1 .oo

180x90~26 P,=$p,= 1180

82.4 20.2 82.4 20.2 20.2

nla 1 .oo

180x75~20 P,= $py= 919

62.5 12.3 61.5 12.3 12.3

62.5 12.3 53.5 12.3 12.3

62.5 12.3 62.5 12.3 12.3 63.5 18.9 63.5 18.9 18.9 46.9 11.3 46.9 11.3 11.3 31.9 8.01 31.9 8.01 8.01 17.4 4.21 17.4 4.21 4.21

62.5 12.3 39.4 12.3 10.3 63.5 18.9 38.2 18.9 16.4 46.9 11.3 28.8 11.3 9.67 31.9 8.01 19.6 8.01 6.88 17.4 4.21 10.8 4.21 3.62

-

-

-

62.5 12.3 31.8 12.3 8.33 63.5 18.9 30.9 18.9 13.4 46.9 11.3 23.3 11.3 7.86 31.9 8.01 15.9 8.01 5.61 17.4 4.21 8.75 4.21 2.95

-

nla 1 .oo

63.5 18.9 52.2 18.9 18.9 46.9 11.3 39.3 11.3 11.3 31.9 8.01 26.8 8.01 8.01 17.4 4.21 14.7 4.21 4.21

-

-

-

150x90~24 P,=$~Y= 1080

63.5 18.9 58.5 18.9 18.9 46.9 11.3 43.5 11.3 11.3 31.9 8.01 29.6 8.01 8.01 17.4 4.21 16.2 4.21 4.21

63.5 18.9 45.3 18.9 18.9 46.9 11.3 34.2 11.3 11.3 31.9 8.01 23.3 8.01 8.01 17.4 4.21 12.8 4.21 4.21

nla 1 .oo

150x75~18 P, = $py = 809

46.9 11.3 6.01 3.75 2.06 31.9 8.01 4.12 2.67 1.48 17.4 4.21 2.28 1.42

0.783

46.9 11.3

0 0 0

31.9 8.01 0 0 0

17.4 4.21

0 0 0

nla 1 .oo

125x65~15 # p, = $py = 667 nla

1 .oo

100x50~10 # P, = $py = 462 nla

1 .oo

# Check availability. F = Factored axial load. Mc and M, values in italic rype are governed by 1 . 2 ~ s and a higher value may be used in some circumstances. M, = MVl, if axial load and moment induce stresses of the same kind towards back of the web. M, = M*, if axial load and moment induce stresses of the opposite kind towards back of the web. The values in this table are conservative for tension as the more onerous compression section classification limits have been used. FOR EXPLANATION OF TABLES SEE NOTE 10.1



PARALLEL FLANGE CHANNELS SUBJECT TO AXIAL COMPRESSION AND BENDING

X gx Y


RESISTANCES AND CAPACITIES FOR S355 - Comp

- 1.5

1320 1020 91.9 103

- -

- 1040 71 3 65.4 79.8

~

- 1140 896 73.6 82.4

-

ission Resistance Pcx, P, (kN) iling Resistance Moment Mb, M s (kNm

- 9.0 459 71.3 27.5 19.2

- ~

Section Designation FIP, and Limit

Capacities

(kN, kNm) LE (m) 200x90~30 1.00 Pcx

p, P, = $py = 1350 p q X = 89.5 1.00 Mb

pyz, = 19.0 bs

200x75~23 1.00 Pc,

p, P, = $py = 1060 pyZ, = 69.6 1.00 Mb

pyz,= 12.0 Mbs

180x90~26 1.00 Pcx P,=$p,= 1180 p, pJx = 71.7 1.00 Mb

pyZ, = 16.8 Mbs

Varvina effective lenaths I iin the limiting value of FIP,

920 783 656 21 3 115 89.2 45.0 38.8 34.1 30.5 49.6 37.9 29.6 23.6

1270 1220 1170 1110

- 10.0

1 1050 31 5 53.4 65.1

-

388 58.3 25.1 16.0

- 828 I 646 1 501 I 394 81.9 73.0 65.3 58.9 99.4 91.4 82.8 73.9 I l l

828 179 33.0 40.6

~

- 876 277 43.2 52.1

-

- 676 154

359 39.4 16.2 10.7

344 62.9 22.3 15.4

-

- -

- 261 33.8 12.4 8.27

-

- 233 57.6

303 32.2 14.7 8.87

-

- 289 51.4 20.4 12.8

~

- 21 9 27.6 11.2 6.82

~

76.1 80.6

7

82.4

1100 1050 995 937 728 569 441 347 65.7 58.7 52.6 47.5 79.3 73.0 66.2 59.1

-___

853 814 771 725 460 338 253 195 43.2 37.0 32.2 28.4 56.1 49.8 43.3 36.9

188 1 I 101 I 78.6 36.4 31.5 27.7 24.7

135 -___

39.7 30.4 23.8 19.0

571 470 384 315 103 73.2 54.7 42.4 20.9 17.8 15.5 13.8 22.7 16.9 12.9 10.2

565 446 353 284 172 123 92.6 72.0 31.9 27.9 24.8 22.2 30.6 23.5 18.3 14.6

422 332 263 212 91.8 65.4 48.9 37.9 17.6 15.1 13.3 11.8 17.2 12.8 9.85 7.78

269 204 158 125 57.0 40.4 30.2 23.3 12.0 10.4 9.13 8.15 9.17 6.73 5.12 4.03

180x75~20 I 1.00 I p c x 919 766

890 615 P,= $p,= 919

p,Zx=54.0 ,

pyz,= 10.2 pF , 59.0 1 62.5

50.7 61.8

25.3 31.3

1070 954

1020 820

707 254 37.1 40.2

-

193 47.1

150x90~24 1.00 P,

p, P, = $py = 1080 p,Zx = 55.0 1.00 Mb

pSy = 15.8 Mbs

150x75~18 1.00 Pcx

PCY P, = $py = 809 pJx = 40.8 1.00 Mb pyz, = 9.44 Mbs

125x65~15 # 1.00 Pcx P, = $py = 667 p, pyZx = 27.4 1.00 Mb pq, = 6.67 bs

63.5 63.5

58.1 63.5

20.2 11.9

18.5 9.87

766 545 39.0 46.4

-

- 61 1 392 25.8 30.2

-

528 138

173 30.3 10.7 6.30

-

- 101 18.6 7.36 3.24

-

144 24.7 9.71 5.20

-

- 83.7 15.2 6.71 2.67

-

804 677 44.7 46.9

- 650 524 29.6 31.9

409 I 302 I 226 I 174 34.0 29.7 26.2 23.4 21.1

23.8

- 360 86.2 14.3 13.0

-

- 183 36.4

42.2 37.6 32.7 28.0

568 521 468 413 276 196 144 110 22.5 19.8 17.6 15.8 26.7 22.8 19.1 15.8

358 311 263 219 126 86.1 62.1 46.7 11.0 9.61 8.48 7.58 12.0 9.41 7.34 5.79

435 308

399 197

454- 7.69 3.47 1.08

- 37.3 6.26

100x50~10 # P, = $py = 462 pSx = 14.7 p q y = 3.51

15.0 17.1

12.8 14.7

6.84 4.65

3.1 6 0.882

5.73 4.92 4.32 3.85 2.28 1.72

I I

# Check availability. Under combined axial compression and bending the capacities are only valid up to the given FIP, limit. For higher values of FIP, the section would be overloaded due to F alone even when M is zero, because F would exceed the local buckling resistance of the section. Mb is obtained using an equivalent slenderness = u . v . ~ ~ / r ~ . p ~ . ~ Mbs is obtained using an equivalent slenderness = 0.5 Ury Effective length LE = L. FOR EXPLANATION OF TABLES SEE NOTE 10.1


BOLT CAPACITIES

NON-PRELOADED ORDINARY BOLTS

GRADE 4.6 BOLTS IN S355

9 59.4 79.2 99.0 109 119 134 149

10 12 15 20 25 30 66.0 79.2 99.0 132 165 198 88.0 106 132 176 220 264 110 132 165 220 275 330 121 145 182 242 303 363 132 158 198 264 330 396 149 178 223 297 371 446 165 198 248 330 413 495

BS 5950-1 : 2000

Tension Shear Diameter of

Bolt

mm 12 16 20 22 24 27 30

Tensile Stress Area

At mm2 84.3 157 245 303 353 459 561

Bearing Capacity in kN (Minimum of Pbb and Pbs) End distance equal to 2 x bolt diameter.

Thickness in mm of ply passed through.

Ca1 Uominal

0.8AtPt P",, kN

16.2 30.1 47.0 58.2 67.8 88.1 108

city Exact

AtPt pt kN

20.2 37.7 58.8 72.7 84.7 110 135

Cal Single Shear

PS kN

13.5 25.1 39.2 48.5 56.5 73.4 89.8

city Double Shear

kN 27.0 50.2 78.4 97.0 113 147 180

2PS - 5

27.6 36.8 46.0 50.6 55.2 62.1 69.0

- 6 33.1 44.2 55.2 60.7 66.2 74.5 82.8

- 7 38.6 51.5 64.4 70.8 77.3 86.9 96.6

- 8 44.2 58.9 73.6 81 .O 88.3 99.4 110

- 9 49.7 66.2 82.8 91.1 99.4 112 124

- 10 55.2 73.6 92.0 101 110 124 138

-

-

12 66.2 88.3 110 121 132 149 166

-

-

110 147 221 138 184 230 276 152 202 253 304 166 221 276 331 186 248 311 373 207 276 345 414

Values in bold are less than the single shear capacity of the bolt. Values in italic are greater than the double shear capacity of the bolt. Bearing values assume standard clearance holes. If oversize or short slotted holes are used, bearing values should be multiplied by 0.7. If long slotted or kidney shaped holes are used, bearing values should be multiplied by 0.5. If appropriate, shear capacity must be reduced for large packings, large grip lengths and long joints. FOR EXPLANATION OF TABLES SEE NOTE 11.1


3iameter of

Bolt

Tensile Stress Area

Tension Capacity

Shear Capacity


Thickness in mm of ply passed through. At

mm2 -

5 33.0 44.0 55.0 60.5 66.0 74.3 82.5

-

-

- 6

39.6 52.8 66.0 72.6 79.2 89.1 99.0

-

-

- 7 -

8 52.8 70.4 88.0 96.8 106 119 132

-

-

mm 84.3 157 245 303 353 459 561 -

31.6 58.9 91.9 114 132 172 21 0 -

46.2 61.6 77.0 84.7 92.4 104 116 -

12 16 20 22 24 27 30

37.8 70.3 110 136 158 206 251

47.2 87.9 137 170 198 257 31 4

63.2 118 1 84 227 265 344 421

Values in bold are less than the single shear capacity of the bolt. Values in italic are greater than the double shear capacity of the bolt. Bearing values assume standard clearance holes. If oversize or short slotted holes are used, bearing values should be multiplied by 0.7 If long slotted or kidney shaped holes are used, bearing values should be multiplied by 0.5. If appropriate, shear capacity must be reduced for large packings, large grip lengths and long joints. FOR EXPLANATION OF TABLES SEE NOTE 11.1

D - 232


BS 4190: 2001

9 59.4 79.2 99.0 109 119 134 149

BOLT CAPACITIES

NON-PRELOADED ORDINARY BOLTS


10 12 15 20 25 66.0 79.2 99.0 132 165 88.0 106 132 176 220 110 132 165 220 275 121 145 182 242 303 132 158 198 264 330 149 178 223 297 371 165 198 248 330 413

Diameter of

Bolt

mm 12 16 20 22 24 27 30

Tensile Stress Area f

0.8A1p,

A1 mm2

353 459 257

31 4

:ion acity

Exact

A,& PI kN

59.0 110 172 21 2 247 321 393

st Cal

Single Shear

p s

kN 33.7 62.8 98.0 121 141 184 224

3ar acity Double Shear

kN 67.4 126 196 242 282 367 449

2ps



5 33.0 44.0 55.0 60.5 66.0 74.3 82.5

-

-

6 39.6 52.8 66.0 72.6 79.2 89.1 99.0

-

-

7 46.2 61.6 77.0 84.7 92.4 104 116

-

-

8 52.8 70.4 88.0 96.8 106 119 132

-

- Values in bold are less than the single shear capacity of the bolt. Values in italic are greater than the double shear capacity of the bolt. Bearing values assume standard clearance holes. If oversize or short slotted holes are used, bearing values should be multiplied by 0.7. If long slotted or kidney shaped holes are used, bearing values should be multiplied by 0.5. If appropriate, shear capacity must be reduced for large packings, large grip lengths and long joints. FOR EXPLANATION OF TABLES SEE NOTE 11.1

30 198 264 330 363 396 446 495

-

-


BS 5950-1 : 2000

BS 4190: 2001

Diameter

BOLT CAPACITIES

NON-PRELOADED COUNTERSUNK BOLTS

GRADE 4.6 COUNTERSUNK BOLTS IN S355

Tensile Tension Shear 1

Diametei

22 24 27 30

Stress Area

At mm2

84.3 157 245 303 353 459 561

Tensile Stress Area

A, mm2

84.3 157 245 303 353 459 561

-

Capacity C2 Nominal Exact Single

0.8Alpt A,p, Shear

kN kN kN 37.8 47.2 31.6 70.3 87.9 58.9 110 137 91.9 136 170 114 158 198 132 206 257 172 251 314 210

P",, p, ps

Tension Capacity

88.1

6 19.8

Shear Capacity

7 8 9 10 12 15 20 26.4 33.0 39.6 46.2 59.4 79.2 112

25.1 39.2 48.5 56.5 73.4 89.8 -

17.6 11.0 6.05

0 0 0

50.2 78.4 97.0 113 147 180

26.4 35.2 44.0 52.8 70.4 96.8 22.0 33.0 44.0 55.0 77.0 110 18.2 30.3 42.4 54.5 78.7 115 13.2 26.4 39.6 52.8 79.2 119 3.71 18.6 33.4 48.3 78.0 123

0 8.25 24.8 41.3 74.3 124

- 5

11.0 7.36

0 0 0 0 0

-

-



14.7 22.1 29.4 36.8 9.20 18.4 27.6 36.8 5.06 15.2 25.3 35.4

0 3.11 15.5 27.9 0 6.90 20.7

Values in bold are less than the single shear capacity of the bolt. Values in italic are greater than the double shear capacity of the bolt. Bearing values assume standard clearance holes. If oversize or short slotted holes are used, bearing values should be multiplied by 0.7. If long slotted or kidney shaped holes are used, bearing values should be multiplied by 0.5. Depth of countersink is taken as half the bolt diameter. FOR EXPLANATION OF TABLES SEE NOTE 11 .I

I I I

GRADE 8.8 COUNTERSUNK BOLTS IN S 355

22 24 27

city Double Shear

2ps kN

63.2 118 184 227 265 344 421

~~

15 66.2 81.0 92.0 96.1 99.4 102 104

-

-

- 20 93.8 118 138 147 155 165 1 73

-

-

- 25 121 155 184 197 210 227 242

-

-

- 30 149 191 230 248 265 289 311

-

-

5 13.2 8.80

0 0 0 0 0

-

-



Values in bold are less than the single shear capacity of the bolt. Values in italic are greater than the double shear capacity of the bolt. Bearing values assume standard clearance holes. If oversize or short slotted holes are used, bearing values should be multiplied by 0.7. If long slotted or kidney shaped holes are used, bearing values should be multiplied by 0.5. Depth of countersink is taken as half the bolt diameter. FOR EXPLANATION OF TABLES SEE NOTE 11.1

141 165 175 185 197 206

25 145 185 220 236 251 271 289

-

-

30 178 229 275 296 317 345 371

-

D - 234


BS 5950-1 : 2000

BS 4190: 2001

Stress Area

At mm2 84.3 157 245 303 353 459 561

BOLT CAPACITIES

NON-PRELOADED COUNTERSUNK BOLTS

Cal

0.8AtP, P",, kN

Nomina

47.2 87.9 137 170 198 257 314

GRADE 10.9 COUNTERSUNK BOLTS IN S355

9 10 12 15 20 39.6 46.2 59.4 79.2 112 44.0 52.8 70.4 96.8 141 44.0 55.0 77.0 110 165 42.4 54.5 78.7 115 175 39.6 52.8 79.2 119 185 33.4 48.3 78.0 123 197 24.8 41.3 74.3 124 206

Diametei of

Bolt

mm 25 145 185 220 236 251 271 289

12 16 20 22 24 27 30

Tensile I Tension :ity Exact -

At& PI kN

59.0 110 172 212 247 32 1 393 -

Shear CaDacitv

Single Shear

PS kN

33.7 62.8 98.0 121 141 184 224

Double Shear

kN 67.4 126 196 242 282 367 449

2PS



- 5

13.2 8.80

0 0 0 0 0 -

- 6

19.8 17.6 11.0 6.05

0 0 0

-

-

7 26.4 26.4 22.0 18.2 13.2 3.71

0

- -

8 33.0 35.2 33.0 30.3 26.4 18.6 8.25

-

- Values in bold are less than the single shear capacity of the bolt. Values in italic are greater than the double shear capacity of the bolt. Bearing values assume standard clearance holes. If oversize or short slotted holes are used, bearing values should be multiplied by 0.7. If long slotted or kidney shaped holes are used, bearing values should be multiplied by 0.5. Depth of countersink is taken as half the bolt diameter. FOR EXPLANATION OF TABLES SEE NOTE 11.1

30 178 229 275 296 317 345 371

-


BS 4395: 1969

3iameter of

Bolt

mm 12 16 20 22 24 27 30

BOLT CAPACITIES

Tensile Stress Area

At mm2

84.3 157 245 303 353 459 56 1

NON-PRELOADED HSFG BOLTS

Tension Capacity

Nominal Exact

0.8Atpt Alpt

Shear Bearing Capacity in kN (Minimum of Pbb and Pbs)

Capacity End distance equal to 2 x bolt diameter. Single Double Shear Shear Thickness in mm of ply passed through.

GENERAL GRADE HSFG BOLTS IN S355

10 I 12 66.0 I 79.2

15 20 25 30 99.0 132 165 198

kN 67.4 126 196 242 282 32 1 393

Diameter of

Bolt

mm 16 20 22 24 27 30

8 52.8 70.4 88.0 96.8 106 119 132

-

Tensile Stress Area

4 mm2 157 245 303 353 459 561

9 59.4 79.2 99.0 109 119 134 149

-

-

Tension Shear Capacity Capacity

Nominal Exact Single Double

0.8Atpt A@, Shear Shear



88.0 110 121 132 149 165

5 6 7 8 9 10 12 44.0 52.8 61.6 70.4 79.2 88.0 106 55.0 66.0 77.0 88.0 99.0 110 132 60.5 72.6 84.7 96.8 109 121 145 66.0 79.2 92.4 106 119 132 158 74.3 89.1 104 119 134 149 178 82.5 99.0 116 132 149 165 198

lalues in bold are less than the single shear capacity of the bolt. Values in italic are greater than the double shear capacity of the bolt. Bearing values assume standard clearance holes. If oversize or short slotted holes are used, bearing values should be multiplied by 0.7. If long slotted or kidney shaped holes are used, bearing values should be multiplied by 0.5.

15 20 25 30 132 176 220 264 165 220 275 330 182 242 303 363 198 264 330 396 223 297 371 446 248 330 413 495

If appropriate, shear capacity must be reduced for large packings, large grip lengths and long joints. FOR EXPLANATION OF TABLES SEE NOTE 1 I .1

HIGHER GRADE HSFG BOLTS IN S 355

106 132 145 158 178 198 -

132 165 182 198 223 248 -

1 76 220 242 264 297 330 -

220 264 275 330 303 363 330 396 371 1 446 413 495

Pnom kN

87.9 137 170 198 257 31 4

PI kN 110 172 21 2 247 321 393

PS kN

62.8 98.0 121 141 184 224

2PS kN 126 196 242 282 367 449

Values in bold are less than the single shear capacity of the bolt. Values in italic are greater than the double shear capacity of the bolt. Bearing values assume standard clearance holes. If oversize or short slotted holes are used, bearing values should be multiplied by 0.7. If long slotted or kidney shaped holes are used, bearing values should be multiplied by 0.5. If appropriate, shear capacity must be reduced for large packings, large grip lengths and long joints. FOR EXPLANATION OF TABLES SEE NOTE 11.1


BS 5950-1 : 2000

BS 4395: 1969 BS 4604: 1970

mm 12 16 20 22 24 27 30

BOLT CAPACITIES

PRELOADED HSFG BOLTS: NON-SLIP IN SERVICE


PO 1.1po AtPl kN kN kN

49.4 54.3 49.7 92.1 101 92.6 144 158 145 177 195 179 207 228 208 234 257 236 286 315 289

of Shank Bolt Tension

5 6 7 8 9 10 12 15 20 49.5 59.4 69.3 79.2 89.1 99.0 119 149 198 66.0 79.2 92.4 106 119 132 158 198 264 82.5 99.0 116 132 149 165 198 248 330 90.8 109 127 145 163 182 218 272 363 99.0 119 139 158 178 198 238 297 396

111 134 156 178 200 223 267 334 446 124 149 173 198 223 248 297 371 495

25 30 248 297 330 396 413 495 454 545 495 594 557 668 619 743

kN

liameter of

Bolt

mm 16 20 22 24 27 30

33.7 62.8 98.0 121 141 161 196 -

Min. Tension Shank

Tension

PO 1.1P.J Alp! kN kN kN 104 114 110 162 178 172 200 220 212 233 257 247 303 333 321 370 407 393

Bearing Capacity, Pbg in kN

End distance equal to 3 x bolt diameter.

66.0 82.5 90.8 99.0 111 124


79.2 92.4 106 119 132 158 198 264 330 396 99.0 116 132 149 165 198 248 330 413 495 109 127 145 163 182 218 272 363 454 545

119 139 158 178 198 238 297 396 495 594

134 156 178 200 223 267 334 446 557 668 149 173 198 223 248 297 371 495 619 743

j-: 196 79.2 158

242 97.4 282 114 228

129 257 393 157 315

Values in bold are less than the single shear capacity of the bolt. Values in italic are greater than the double shear capacity of the bolt. Shading indicates that the ply thickness is not suitable for an outer ply. FOR EXPLANATION OF TABLES SEE NOTE 11 .I

HIGHER GRADE HSFG BOLTS IN S355

Shear Capacity

Single Double Shear Shear -r

kN 62.8 98.0 121 141 1 84 224 -

kN 126 196 242 282 367 449

Slip Resistance for U = 0.5

Bearing Capacity, P,, in kN

End distance equal to 3 x bolt diameter.

kN 57.1 89.0 110 128 167 204

kN 114 178 220 257 333 407


Values in bold are less than the single shear capacity of the bolt. Values in italic are greater than the double shear capacity of the bolt.

Shading indicates that the ply thickness is not suitable for an outer ply. FOR EXPLANATION OF TABLES SEE NOTE 11 .I

D - 237

'

REV 2002


BS 5950-1 : 2000 BS 4395: 1969 BS 4604: 1970

p = 0.3 Single Double Shear Shear

Diameter of

Bolt 1 = 0.4 p = 0.5

Single Double Single Double Shear Shear Shear Shear

mm kN 17.8 12

16 20 22 24 27 30

kN kN kN kN kN kN 13.3 26.7 17.8 35.6 22.2 44.5

Min. Shank

Tension

Bolt Tension Capacity

O.9P0 kN 93.5 146 180 210 273 333

PO kN 49.4 92.1 144 177 207 234 286

Slip Resistance PsL p = 0.2 p = 0.3 p = 0.4

Single Double Single Double Single Double Shear Shear Shear Shear Shear Shear

kN kN kN kN kN kN 18.7 37.4 28.1 56.1 37.4 74.8 29.1 58.2 43.7 87.4 58.2 116 36.0 72.1 54.1 108 72.1 144 42.0 84.0 63.0 126 84.0 168 54.5 109 81.8 164 109 218 66.6 133 99.9 200 133 266

BOLT CAPACITIES

PRELOADED HSFG BOLTS: NON-SLIP UNDER FACTORED LOADS


Bolt Tension Capacity

O.9P0 kN 44.5 82.9 130 159 186 21 1 257

SliD Resistance P.,

P Single Shear

kN 8.89 16.6 25.9 31.9 37.3 42.1 51.5

0.2 Double Shear

33.2 51.8 63.7 74.5 84.2 103

24.9 38.9 47.8 55.9 63.2 77.2

49.7 77.8 95.6 112 126 154

Diameter 8 Min. Shank

Tension

PO kN 104 162 200 233 303 370

33.2 51.8 63.7 74.5 84.2 103

66.3 1 04 127 149 168 206

41.4 64.8 79.7 93.2 105 129

82.9 130 159 186 21 1 257

:OR EXPLANATION OF TABLES SEE NOTE 1 1 .I

HIGHER GRADE HSFG BOLTS IN S355

p = 0.5

46.8 93.5 72.8 90.1 105 136 167

146 180 210 273 333


D - 238 REV 2002


BOLT CAPACITIES

PRELOADED HSFG BOLTS: NON-SLIP IN SERVICE

GENERAL GRADE COUNTERSUNK HSFG BOLTS IN S355

5 6 7 8 19.8 29.7 39.6 49.5 13.2 26.4 39.6 52.8

0 16.5 33.0 49.5 0 9.08 27.2 45.4 0 0 19.8 39.6 0 0 5.57 27.8 0 0 0 12.4

BS 5950-1 : 2000

BS 4395: 1969 BS 4604: 1970 BS 4933: 1973

9 10 12 15 20 59.4 69.3 89.1 119 168 66.0 79.2 106 145 211 66.0 82.5 116 165 248 63.5 81.7 118 172 263 59.4 79.2 119 178 277 50.1 72.4 117 184 295 37.1 61.9 111 186 309

Iiametei of

Bolt

Capacity Single Double Shear Shear

kN kN 62.8 126 98.0 196 121 242 141 282 184 367 224 449

Min. Shank

Tension

for p Single Shear

kN 57.1 89.0 110 128 167 204

Tei

-

145 165 172 178 184 186

iion

-

211 248 263 277 295 309

Shear Capacity

Single Double Shear Shear T

kistance = 0.5 Double Shear

Bearing Capacity, Pbg in kN End distance equal to 3 x bolt diameter.

Thickness in mm of ply passed through. i Slip RE for ~1

Single Shear

PO kN

1 .I PO kN

AtPt kN kN kN 25

218 277 330 354 376 407 433

-

-

30 267 343 413 445 4 75 518 557

-

-

mm 54.3 101 158 195 228 257 31 5 -

49.7 92.6 145 179 208 236 289 -

;I; 196 393

27.2 50.7 79.2 97.4 114 129 157

54.3 101 158 195 228 257 315

49.4 92.1 144 177 207 234 286

12 16 20 22 24 27 30

Values in bold are less than the single shear capacity of the bolt. Values in italic are greater than the double shear capacity of the bolt. Shading indicates that the ply thickness is not suitable for an outer ply. FOR EXPLANATION OF TABLES SEE NOTE 11 .I

HIGHER GRADE COUNTERSUNK HSFG BOLTS IN S355

Tension Shear I Slip Resistance Bearing Capacity, Pbg in kN End distance equal to 3 x bolt diameter.

Iiametei of

Bolt

mm 16 20 22 24 27 30

Min. Shank Tension

PO kN 104 162 200 233 303 370

0.5 louble Shear

-

kN 114 178 220 257 333 407

-

,

AtPt kN 110 172 212 247 32 1 393

-

-

Thickness in mm of ply passed through. \

l . l P o kN 114 178 220 257 333 407

-

-

E 5.57

10 I 12 I 15 I 20 I 25 I 30 79.2 82.5 81.7 79.2 72.4 61.9

106 116 118 119 117 111

277 330 354 376 407 433

343 413 445 4 75 518 557

Values in bold are less than the single shear capacity of the bolt. Values in italic are greater than the double shear capacity of the bolt.

Shading indicates that the ply thickness is not suitable for an outer ply. FOR EXPLANATION OF TABLES SEE NOTE 11 .I

D - 239 REV 2002


Shank Tension

Tension Capacity

kN I kN I kN I kN

Single Shear

Double Shear

92.1 144 177 207 234 286

82.9 16.6 33.2 130 25.9 51.8 159 31.9 63.7 186 37.3 74.5 21 1 42.1 84.2 257 51.5 103

Diameter of

Bolt

mm 16 20 22 24 27 30

Min. Shank

Tension

PO kN 104 162 200 233 303 370

Bolt Tension

Slip Resistance PsL U = 0.2 U = 0.3 I U = 0.4

Single Shear

kN 18.7 29.1 36.0 42.0 54.5 66.6

Double Shear

kN 37.4 58.2 72.1 84.0 109 133

kN 28.1 43.7 54.1 63.0 81.8 99.9

kN kN 56.1 37.4 87.4 58.2 108 72.1 126 84.0 164 109 200 133

BOLT CAPACITIES BS 4395: 1969 BS 4604: 1970 PRELOADED HSFG BOLTS: NON-SLIP UNDER FACTORED LOADS

I BS 4933: 1973 I GENERAL GRADE COUNTERSUNK HSFG BOLTS IN S355

I Diameter I Min. I Bolt Slip Resi ance PsL U = 0.4 I U = 0.5

I I L

of Bolt

mm 12 16 20 22 24 27 30

p = 0.3 Single Shear

Double Shear

Single Shear

kN 13.3 24.9 38.9 47.8 55.9 63.2 77.2

Double Shear

kN 26.7 49.7 77.8 95.6 112 126 154

O.9P0 1 Fi 1 kN I kN 1 kN 49.4 44.5 8.89 17.8 17.8

33.2 51.8 63.7 74.5 84.2

35.6 66.3 104 127 149 168

22.2 41.4 64.8 79.7 93.2 105

44.5 82.9 130 159 186 21 1

103 I 206 I 129 I 257

FOR EXPLANATION OF TABLES SEE NOTE 11 .I

HIGHER GRADE COUNTERSUNK HSFG BOLTS IN S355

P: Single Shear

kN 46.8 72.8 90.1 105 136 167

Capacity

O.9P0 kN

Single Shear

Double Shear

Single Shear

Double Shear

kN 74.8 116 144 168 218 266

Double Shear

kN 93.5 146 180 21 0 273 333

93.5 146 180 210 273 333

FOR EXPLANATION OF TABLES SEE NOTE 1 1 .I

D - 240 REV 2002


BS 5950-1 ~2000 BS EN 440 BS EN 499 BS EN 756 BS EN 758 BS EN 1668

Leg Length

S

mm

3.0 4.0 5.0

6.0 8.0 10.0 12.0 15.0 18.0 20.0 22.0 25.0

FILLET WELDS

WELD CAPACITIES WITH E42 ELECTRODE WITH S355

Throat Thickness

a mm

2.1

2.8 3.5 4.2 5.6 7.0 8.4 10.5 12.6 14.0 15.4 17.5

Welds are between two elements at 90' to each other.

PL=Pwa PT=KPwa p,., = 250 Nlmm2 K = 1.25 for elements at 90' to each other. FOR EXPLANATION OF TABLES SEE NOTE 11.2

Longitudinal Capacity

PL kNlmm

0.525

0.700 0.875 1.050 1.400 1.750 2.100 2.625 3.150 3.500 3.850 4.375

Transverse Capacity

PT kNlmm

0.656 0.875 1.094 1.312 1.750 2.188 2.625 3.281

3.938 4.375 4.81 3 5.469

D - 241


Design and page make-up by The Steel Construction Institute, Ascot, Berkshire, SL5 7QN Printed in Europe by Alden Group, Oxford. 3000 - 06/01 (COS149); 2000 11-02 (PUB802)


Part D - Green

Documents

Transcript of Part D - Green