b2b splice

Mass Depth Width Thickness of Root Depthper of of Web Flange Radius between

Designation metre Section Section fillets

M h b s t r d

kg/m mm mm mm mm mm mmHE 100 AA 12.2 91 100 4.2 5.5 12 56HE 100 A 16.7 96 100 5 8 12 56HE 100 B 20.4 100 100 6 10 12 56HE 120 AA 14.6 109 120 4.2 5.5 12 74HE 120 A 19.9 114 120 5 8 12 74HE 120 B 26.7 120 120 6.5 11 12 74HE 140 AA 18.1 128 140 4.3 6 12 92HE 140 A 24.7 133 140 5.5 8.5 12 92HE 140 B 33.7 140 140 7 12 12 92HE 160 AA 23.8 148 160 4.5 7 15 104HE 160 A 30.4 152 160 6 9 15 104HE 160 B 42.6 160 160 8 13 15 104HE 160 M 76.2 180 166 14 23 15 104HE 180 AA 28.7 167 180 5 7.5 15 122HE 180 A 35.5 171 180 6 9.5 15 122HE 180 B 51.2 180 180 8.5 14 15 122HE 180 M 88.9 200 186 14.5 24 15 122HE 200 AA 34.6 186 200 5.5 8 18 134HE 200 A 42.3 190 200 6.5 10 18 134HE 200 B 61.3 200 200 9 15 18 134HE 200 M 103.1 220 206 15 25 18 134HE 220 AA 40.4 205 220 6 8.5 18 152HE 220 A 50.5 210 220 7 11 18 152HE 220 B 71.5 220 220 9.5 16 18 152HE 220 M 117.3 240 226 15.5 26 18 152HE 240 AA 47.4 224 240 6.5 9 21 164HE 240 A 60.3 230 240 7.5 12 21 164HE 240 B 83.2 240 240 10 17 21 164HE 240 M 156.7 270 248 18 32 21 164HE 260 AA 54.1 244 260 6.5 9.5 24 177HE 260 A 68.2 250 260 7.5 12.5 24 177HE 260 B 93 260 260 10 17.5 24 177HE 260 M 172.4 290 268 18 32.5 24 177HE 280 AA 61.2 264 280 7 10 24 196HE 280 A 76.4 270 280 8 13 24 196HE 280 B 103.1 280 280 10.5 18 24 196HE 280 M 188.5 310 288 18.5 33 24 196HE 300 AA 69.8 283 300 7.5 10.5 27 208HE 300 A 88.3 290 300 8.5 14 27 208HE 300 B 117 300 300 11 19 27 208HE 300 C 176.7 320 305 16 29 27 208HE 300 M 237.9 340 310 21 39 27 208HE 320 AA 74.2 301 300 8 11 27 225HE 320 A 97.6 310 300 9 15.5 27 225HE 320 B 126.7 320 300 11.5 20.5 27 225HE 320 M 245 359 309 21 40 27 225HE 340 AA 78.9 320 300 8.5 11.5 27 243HE 340 A 104.8 330 300 9.5 16.5 27 243HE 340 B 134.2 340 300 12 21.5 27 243

HE 340 M 247.9 377 309 21 40 27 243HE 360 AA 83.7 339 300 9 12 27 261HE 360 A 112.1 350 300 10 17.5 27 261HE 360 B 141.8 360 300 12.5 22.5 27 261HE 360 M 250.3 395 308 21 40 27 261HE 400 AA 92.4 378 300 9.5 13 27 298HE 400 x 107 107.2 384 297 10 16 27 298HE 400 A 124.8 390 300 11 19 27 298HE 400 B 155.3 400 300 13.5 24 27 298HE 400 M 255.7 432 307 21 40 27 298HE450 AA 99.7 425 300 10 13.5 27 344HE 450 x 124 123.9 435 300 10.2 18.5 27 344HE 450 A 139.8 440 300 11.5 21 27 344HE 450 B 171.1 450 300 14 26 27 344HE 450 M 263.3 478 307 21 40 27 344HE 500 AA 107.4 472 300 10.5 14 27 390HE 500 A 155.1 490 300 12 23 27 390HE 500 B 187.3 500 300 14.5 28 27 390HE 500 M 270.3 524 306 21 40 27 390HE 550 AA 120 522 300 11.5 15 27 438HE 550 A 166.2 540 300 12.5 24 27 438HE 550 B 199.4 550 300 15 29 27 438HE 550 M 278.2 572 306 21 40 27 438HE 600 AA 128.8 571 300 12 15.5 27 486HE 600 x 137 137.4 575 300 11.8 17.5 27 486HE 600 x 151 151.2 582 300 11.6 20.6 27 486.8HE 600 x 175 175.2 588 300 13.6 23.9 27 486.2HE 600 A 177.8 590 300 13 25 27 486HE 600 B 211.9 600 300 15.5 30 27 486HE 600 M 285.5 620 305 21 40 27 486HE 650 AA 138 620 300 12.5 16 27 534HE 650 A 189.7 640 300 13.5 26 27 534HE 650 B 224.8 650 300 16 31 27 534HE 650 M 293.4 668 305 21 40 27 534HE 700 AA 149.9 670 300 13 17 27 582HE 700 x 166 166.2 678 300 12.5 21 27 582HE 700 A 204.5 690 300 14.5 27 27 582HE 700 B 240.5 700 300 17 32 27 582HE 700 M 300.7 716 304 21 40 27 582HE 800 AA 171.5 770 300 14 18 30 674HE 800 A 224.4 790 300 15 28 30 674HE 800 B 262.3 800 300 17.5 33 30 674HE 800 M 317.3 814 303 21 40 30 674HE 900 AA 198 870 300 15 20 30 770HE 900 A 251.6 890 300 16 30 30 770HE 900 B 291.5 900 300 18.5 35 30 770HE 900 M 332.5 910 302 21 40 30 770HE 1000 A 221.5 970 300 16 21 30 868HE 1000 A 272.3 990 300 16.5 31 30 868HE 1000 B 314 1000 300 19 36 30 868HE 1000 M 348.7 1008 302 21 40 30 868UB 914x419x388 388 921 420.5 21.4 36.6 24.1 799.6UB 914x419x343 343.3 911.8 418.5 19.4 32 24.1 799.6UB 914x305x289 289.1 926.6 307.7 19.5 32 19.1 824.4

UB 914x305x253 253.4 918.4 305.5 17.3 27.9 19.1 824.4UB 914x305x224 224.2 910.4 304.1 15.9 23.9 19.1 824.4UB 914x305x201 200.9 903 303.3 15.1 20.2 19.1 824.4UB 838x292x226 226.5 850.9 293.8 16.1 26.8 17.8 761.7UB 838x292x194 193.8 840.7 292.4 14.7 21.7 17.8 761.7UB 838x292x176 175.9 834.9 291.7 14 18.8 17.8 761.7UB 762x267x197 196.8 769.8 268 15.6 25.4 16.5 686UB 762x267x173 173 762.2 266.7 14.3 21.6 16.5 686UB 762x267x147 146.9 754 265.2 12.8 17.5 16.5 686UB 762x267x134 133.9 750 264.4 12 15.5 16.5 686UB 686x254x170 170.2 692.9 255.8 14.5 23.7 15.2 615.1UB 686x254x152 152.4 687.5 254.5 13.2 21 15.2 615.1UB 686x254x140 140.1 683.5 253.7 12.4 19 15.2 615.1UB 686x254x125 125.2 677.9 253 11.7 16.2 15.2 615.1UB 610x305x238 238.1 635.8 311.4 18.4 31.4 16.5 540UB 610x305x179 179 620.2 307.1 14.1 23.6 16.5 540UB 610x305x149 149.2 612.4 304.8 11.8 19.7 16.5 540UB 610x229x140 139.9 617.2 230.2 13.1 22.1 12.7 547.6UB 610x229x125 125.1 612.2 229 11.9 19.6 12.7 547.6UB 610x229x113 113 607.6 228.2 11.1 17.3 12.7 547.6UB 610x229x101 101.2 602.6 227.6 10.5 14.8 12.7 547.6UB 533x210x122 122 544.5 211.9 12.7 21.3 12.7 476.5UB 533x210x109 109 539.5 210.8 11.6 18.8 12.7 476.5UB 533x210x101 101 536.7 210 10.8 17.4 12.7 476.5UB 533x210x92 92.1 533.1 209.3 10.1 15.6 12.7 476.5UB 533x210x82 82.2 528.3 208.8 9.6 13.2 12.7 476.5UB 457x191x98 98.3 467.2 192.8 11.4 19.6 10.2 407.6UB 457x191x89 89.3 463.4 191.9 10.5 17.7 10.2 407.6UB 457x191x82 82 460 191.3 9.9 16 10.2 407.6UB 457x191x74 74.3 457 190.4 9 14.5 10.2 407.6UB 457x191x67 67.1 453.4 189.9 8.5 12.7 10.2 407.6UB 457x152x82 82.1 465.8 155.3 10.5 18.9 10.2 407.6UB 457x152x74 74.2 462 154.4 9.6 17 10.2 407.6UB 457x152x67 67.2 458 153.8 9 15 10.2 407.6UB 457x152x60 59.8 454.6 152.9 8.1 13.3 10.2 407.6UB 457x152x52 52.3 449.8 152.4 7.6 10.9 10.2 407.6UB 406x178x74 74.2 412.8 179.5 9.5 16 10.2 360.4UB 406x178x67 67.1 409.4 178.8 8.8 14.3 10.2 360.4UB 406x178x60 60.1 406.4 177.9 7.9 12.8 10.2 360.4UB 406x178x54 54.1 402.6 177.7 7.7 10.9 10.2 360.4UB 406x140x46 46 403.2 142.2 6.8 11.2 10.2 360.4UB 406x140x39 39 398 141.8 6.4 8.6 10.2 360.4UB 356x171x67 67.1 363.4 173.2 9.1 15.7 10.2 311.6UB 356x171x57 57 358 172.2 8.1 13 10.2 311.6UB 356x171x51 51 355 171.5 7.4 11.5 10.2 311.6UB 356x171x45 45 351.4 171.1 7 9.7 10.2 311.6UB 356x127x39 39.1 353.4 126 6.6 10.7 10.2 311.6UB 356x127x33 33.1 349 125.4 6 8.5 10.2 311.6UB 305x165x54 54 310.4 166.9 7.9 13.7 8.9 265.2UB 305x165x46 46.1 306.6 165.7 6.7 11.8 8.9 265.2UB 305x165x40 40.3 303.4 165 6 10.2 8.9 265.2UB 305x127x48 48.1 311 125.3 9 14 8.9 265.2UB 305x127x42 41.9 307.2 124.3 8 12.1 8.9 265.2UB 305x127x37 37 304.4 123.4 7.1 10.7 8.9 265.2

UB 305x102x33 32.8 312.7 102.4 6.6 10.8 7.6 275.9UB 305x102x28 28.2 308.7 101.8 6 8.8 7.6 275.9UB 305x102x25 24.8 305.1 101.6 5.8 7 7.6 275.9UB 254x146x43 43 259.6 147.3 7.2 12.7 7.6 219UB 254x146x37 37 256 146.4 6.3 10.9 7.6 219UB 254x146x31 31.1 251.4 146.1 6 8.6 7.6 219UB 254x102x28 28.3 260.4 102.2 6.3 10 7.6 225.2UB 254x102x25 25.2 257.2 101.9 6 8.4 7.6 225.2UB 254x102x22 22 254 101.6 5.7 6.8 7.6 225.2UB 203x133x30 30 206.8 133.9 6.4 9.6 7.6 172.4UB 203x133x25 25.1 203.2 133.2 5.7 7.8 7.6 172.4UB 203x102x23 23.1 203.2 101.8 5.4 9.3 7.6 169.4UB 178x102x19 19 177.8 101.2 4.8 7.9 7.6 146.8UB 152x89x16 16 152.4 88.7 4.5 7.7 7.6 121.8UB 127x76x13 13 127 76 4 7.6 7.6 96.6UB 1016x305x487 486.6 1036.1 308.5 30 54.1 30 867.9UB 1016x305x437 436.9 1025.9 305.4 26.9 49 30 867.9UB 1016x305x393 392.7 1016 303 24.4 43.9 30 868.2UB 1016x305x349 349.4 1008.1 302 21.1 40 30 868.1UB 1016x305x314 314.3 1000 300 19.1 35.9 30 868.2UB 1016x305x272 272.3 990.1 300 16.5 31 30 868.1UB 1016x305x249 248.7 980.2 300 16.5 26 30 868.2UB 1016x305x222 222 970.3 300 16 21.1 30 868.1UC 356x406x634 633.9 474.6 424 47.6 77 15.2 290.2UC 356x406x551 551 455.6 418.5 42.1 67.5 15.2 290.2UC 356x406x467 467 436.6 412.2 35.8 58 15.2 290.2UC 356x406x393 393 419 407 30.6 49.2 15.2 290.2UC 356x406x340 339.9 406.4 403 26.6 42.9 15.2 290.2UC 356x406x287 287.1 393.6 399 22.6 36.5 15.2 290.2UC 356x406x235 235.1 381 394.8 18.4 30.2 15.2 290.2UC 356x368x202 201.9 374.6 374.7 16.5 27 15.2 290.2UC 356x368x177 177 368.2 372.6 14.4 23.8 15.2 290.2UC 356x368x153 152.9 362 370.5 12.3 20.7 15.2 290.2UC 356x368x129 129 355.6 368.6 10.4 17.5 15.2 290.2UC 305x305x283 282.9 365.3 322.2 26.8 44.1 15.2 246.7UC 305x305x240 240 352.5 318.4 23 37.7 15.2 246.7UC 305x305x198 198.1 339.9 314.5 19.1 31.4 15.2 246.7UC 305x305x158 158.1 327.1 311.2 15.8 25 15.2 246.7UC 305x305x137 136.9 320.5 309.2 13.8 21.7 15.2 246.7UC 305x305x118 117.9 314.5 307.4 12 18.7 15.2 246.7UC 305x305x97 96.9 307.9 305.3 9.9 15.4 15.2 246.7UC 254x254x167 167.1 289.1 265.2 19.2 31.7 12.7 200.3UC 254x254x132 132 276.3 261.3 15.3 25.3 12.7 200.3UC 254x254x107 107.1 266.7 258.8 12.8 20.5 12.7 200.3UC 254x254x89 88.9 260.3 256.3 10.3 17.3 12.7 200.3UC 254x254x73 73.1 254.1 254.6 8.6 14.2 12.7 200.3UC 203x203x86 86.1 222.2 209.1 12.7 20.5 10.2 160.8UC 203x203x71 71 215.8 206.4 10 17.3 10.2 160.8UC 203x203x60 60 209.6 205.8 9.4 14.2 10.2 160.8UC 203x203x52 52 206.2 204.3 7.9 12.5 10.2 160.8UC 203x203x46 46.1 203.2 203.6 7.2 11 10.2 160.8UC 152x152x37 37 161.8 154.4 8 11.5 7.6 123.6UC 152x152x30 30 157.6 152.9 6.5 9.4 7.6 123.6UC 152x152x23 23 152.4 152.2 5.8 6.8 7.6 123.6

Second Moment Radius Elastic Plastic Bucklingof Area of Gyration Modulus Modulus Parameter

Axis x-x Axis y-y Axis x-x Axis y-y Axis x-x Axis y-y Axis x-x Axis y-y

u

cm cm237 92.1 3.89 2.43 52 18.4 58.4 28.4 0.827349 134 4.06 2.51 72.8 26.8 83 41.1 0.835450 167 4.16 2.53 89.9 33.5 104 51.4 0.84413 159 4.72 2.93 75.8 26.5 84.1 40.6 0.829606 231 4.89 3.02 106 38.5 119 58.9 0.837864 318 5.04 3.06 144 52.9 165 81 0.842719 275 5.59 3.45 112 39.3 124 59.9 0.832

1033 389 5.73 3.52 155 55.6 173 84.8 0.8371509 550 5.93 3.58 216 78.5 245 120 0.8441283 479 6.5 3.97 173 59.8 190 91.4 0.8391673 616 6.57 3.98 220 76.9 245 118 0.8382492 889 6.78 4.05 312 111 354 170 0.8445098 1759 7.25 4.26 566 212 675 325 0.8471967 730 7.34 4.47 ` 81.1 258 124 0.8382510 925 7.45 4.52 294 103 325 156 0.8413831 1363 7.66 4.57 426 151 481 231 0.8457483 2580 8.13 4.77 748 277 883 425 0.8472944 1068 8.17 4.92 317 107 347 163 0.843692 1336 8.28 4.98 389 134 429 204 0.8425696 2003 8.54 5.07 570 200 643 306 0.846

10642 3651 9 5.27 967 354 1135 543 0.8484170 1510 9 5.42 407 137 445 209 0.8395410 1955 9.17 5.51 515 178 568 271 0.8428091 2843 9.43 5.59 736 258 827 394 0.847

14605 5012 9.89 5.79 1217 444 1419 679 0.8485835 2077 9.83 5.87 521 173 571 264 0.847763 2769 10.1 6 675 231 745 352 0.844

11259 3923 10.3 6.08 938 327 1053 498 0.84824290 8153 11 6.39 1799 657 2117 1006 0.852

7981 2788 10.8 6.36 654 214 714 328 0.84410455 3668 11 6.5 836 282 920 430 0.84814919 5135 11.2 6.58 1148 395 1283 602 0.85131307 10449 11.9 6.9 2159 780 2524 1192 0.85310558 3664 11.6 6.85 800 262 873 399 0.84413673 4763 11.9 7 1013 340 1112 518 0.84819270 6595 12.1 7.09 1376 471 1534 718 0.8539547 13163 12.8 7.4 2551 914 2966 1397 0.85313804 4734 12.5 7.3 976 316 1065 482 0.84418263 6310 12.7 7.49 1260 421 1383 641 0.84925166 8563 13 7.58 1678 571 1869 870 0.85140951 13736 13.5 7.81 2559 901 2927 1374 0.85459201 19403 14 8 3482 1252 4078 1913 0.85616447 4959 13.2 7.24 1093 331 1196 506 0.85422929 6985 13.6 7.49 1479 466 1628 710 0.86130824 9239 13.8 7.57 1926 616 2149 939 0.86368135 19709 14.8 7.95 3796 1276 4435 1951 0.86719552 5185 13.9 7.18 1222 346 1341 529 0.86127693 7436 14.4 7.46 1678 496 1850 756 0.8736656 9690 14.6 7.53 2156 646 2408 986 0.871

Ix Iy rx ry Zx Zy Sx Sy

cm4 cm4 cm3 cm3 cm3 cm3

76372 19711 15.6 7.9 4052 1276 4718 1953 0.87423037 5410 14.7 7.12 1359 361 1495 553 0.86633090 7887 15.2 7.43 1891 526 2088 802 0.87643193 10141 15.5 7.49 2400 676 2683 1032 0.87784867 19522 16.3 7.83 4297 1268 4989 1942 0.8831252 5861 16.3 7.06 1654 391 1824 600 0.87537641 6998 16.6 7.16 1960 471 2165 721 0.88245069 8564 16.8 7.34 2311 571 2562 873 0.88457681 10819 17.1 7.4 2884 721 3232 1104 0.885

104119 19335 17.9 7.7 4820 1260 5571 1934 0.88741888 6088 18.2 6.92 1971 406 2183 624 0.87955861 8338 18.8 7.27 2568 556 2836 850 0.89263722 9465 18.9 7.29 2896 631 3216 966 0.89279888 11721 19.1 7.33 3551 781 3982 1198 0.892

131484 19339 19.8 7.59 5501 1260 6331 1939 0.89254643 6314 20 6.79 2315 421 2576 649 0.87986975 10367 21 7.24 3550 691 3949 1059 0.896

107176 12624 21.2 7.27 4287 842 4815 1292 0.896161929 19155 21.7 7.46 6180 1252 7094 1932 0.894

72871 6767 21.8 6.65 2792 451 3128 699 0.877111932 10819 23 7.15 4146 721 4622 1107 0.897136691 13077 23.2 7.17 4971 872 5591 1341 0.896197984 19158 23.6 7.35 6923 1252 7933 1937 0.894

91872 6993 23.7 6.53 3218 466 3623 724 0.874101459 7893 24.1 6.72 3529 526 3952 814 0.882117096 9287 24.7 6.94 4024 619 4483 953 0.892136377 10778 24.7 6.95 4639 719 5202 1109 0.891141208 11271 25 7.05 4787 751 5350 1156 0.896171041 13530 25.2 7.08 5701 902 6425 1391 0.895237448 18975 25.6 7.22 7660 1244 8772 1930 0.893113944 7221 25.5 6.41 3676 481 4160 751 0.871175178 11724 26.9 6.97 5474 782 6136 1205 0.894210616 13984 27.1 6.99 6480 932 7320 1441 0.893281668 18979 27.5 7.13 8433 1245 9657 1936 0.891142721 7673 27.3 6.34 4260 512 4840 800 0.869168906 9471 28.2 6.69 4982 631 5598 978 0.884215301 12179 28.8 6.84 6241 812 7032 1257 0.889256888 14441 29 6.87 7340 963 8327 1495 0.889329278 18797 29.3 7.01 9198 1237 10539 1929 0.889208882 8134 30.9 6.1 5426 542 6225 857 0.862303443 12639 32.6 6.65 7682 843 8699 1312 0.884359084 14904 32.8 6.68 8977 994 10229 1553 0.884442598 18627 33.1 6.79 10875 1230 12488 1930 0.884301145 9041 34.6 5.99 6923 603 7999 958 0.857422075 13547 36.3 6.5 9485 903 10811 1414 0.878494065 15816 36.5 6.53 10979 1054 12584 1658 0.878570434 18452 36.7 6.6 12537 1222 14442 1929 0.878406451 9501 38 5.8 8380 633 9777 1016 0.849553846 14004 40 6.35 11189 934 12824 1470 0.873644748 16276 40.1 6.38 12895 1085 14855 1716 0.872722299 18459 40.3 6.45 14331 1222 16568 1940 0.872719635 45438 38.2 9.59 15627 2161 17665 3341 0.885625780 39156 37.8 9.46 13726 1871 15477 2890 0.883504187 15597 37 6.51 10883 1014 12570 1601 0.867

436305 13301 36.8 6.42 9501 871 10942 1371 0.866376414 11236 36.3 6.27 8269 739 9535 1163 0.861325254 9423 35.7 6.07 7204 621 8351 982 0.854339704 11360 34.3 6.27 7985 773 9155 1212 0.87279175 9066 33.6 6.06 6641 620 7640 974 0.862246021 7799 33.1 5.9 5893 535 6808 842 0.856239957 8175 30.9 5.71 6234 610 7167 959 0.869205282 6850 30.5 5.58 5387 514 6198 807 0.864168502 5455 30 5.4 4470 411 5156 647 0.858150692 4788 29.7 5.3 4018 362 4644 570 0.854170326 6630 28 5.53 4916 518 5631 811 0.872150355 5784 27.8 5.46 4374 455 5000 710 0.871136267 5183 27.6 5.39 3987 409 4558 638 0.868117992 4383 27.2 5.24 3481 346 3994 542 0.862209471 15837 26.3 7.23 6589 1017 7486 1574 0.886153024 11408 25.9 7.07 4935 743 5547 1144 0.886125876 9308 25.7 7 4111 611 4594 937 0.886111777 4505 25 5.03 3622 391 4142 611 0.875

98610 3932 24.9 4.97 3221 343 3676 535 0.87387318 3434 24.6 4.88 2874 301 3281 469 0.8775780 2915 24.2 4.75 2515 256 2881 400 0.86476043 3388 22.1 4.67 2793 320 3196 500 0.87766822 2943 21.9 4.6 2477 279 2828 436 0.87561519 2692 21.9 4.57 2292 256 2612 399 0.87455227 2389 21.7 4.51 2072 228 2360 356 0.87247539 2007 21.3 4.38 1800 192 2059 300 0.86445727 2347 19.1 4.33 1957 243 2232 379 0.88141015 2089 19 4.29 1770 218 2014 338 0.8837051 1871 18.8 4.23 1611 196 1831 304 0.87733319 1671 18.8 4.2 1458 176 1653 272 0.87729380 1452 18.5 4.12 1296 153 1471 237 0.87236589 1185 18.7 3.37 1571 153 1811 240 0.87332674 1047 18.6 3.33 1414 136 1627 213 0.87328927 913 18.4 3.27 1263 119 1453 187 0.86925500 795 18.3 3.23 1122 104 1287 163 0.86821369 645 17.9 3.11 950 84.6 1096 133 0.85927310 1545 17 4.04 1323 172 1501 267 0.88224331 1365 16.9 3.99 1189 153 1346 237 0.8821596 1203 16.8 3.97 1063 135 1199 209 0.8818722 1021 16.5 3.85 930 115 1055 178 0.87115685 538 16.4 3.03 778 75.7 888 118 0.87112508 410 15.9 2.87 629 57.8 724 90.8 0.85819463 1362 15.1 3.99 1071 157 1211 243 0.88616038 1108 14.9 3.91 896 129 1010 199 0.88214136 968 14.8 3.86 796 113 896 174 0.88112066 811 14.5 3.76 687 94.8 775 147 0.87410172 358 14.3 2.68 576 56.8 659 89.1 0.871

8249 280 14 2.58 473 44.7 543 70.3 0.86311696 1063 13 3.93 754 127 846 196 0.889

9899 896 13 3.9 646 108 720 166 0.8918503 764 12.9 3.86 560 92.6 623 142 0.8899575 461 12.5 2.74 616 73.6 711 116 0.8738196 389 12.4 2.7 534 62.6 614 98.4 0.8727171 336 12.3 2.67 471 54.5 539 85.4 0.872

6501 194 12.5 2.15 416 37.9 481 60 0.8665366 155 12.2 2.08 348 30.5 403 48.5 0.8594455 123 11.9 1.97 292 24.2 342 38.8 0.8466544 677 10.9 3.52 504 92 566 141 0.8915537 571 10.8 3.48 433 78 483 119 0.894413 448 10.5 3.36 351 61.3 393 94.1 0.884005 179 10.5 2.22 308 34.9 353 54.8 0.8743415 149 10.3 2.15 266 29.2 306 46 0.8662841 119 10.1 2.06 224 23.5 259 37.3 0.8562896 385 8.71 3.17 280 57.5 314 88.2 0.8812340 308 8.56 3.1 230 46.2 258 70.9 0.8772105 164 8.46 2.36 207 32.2 234 49.8 0.8881356 137 7.48 2.37 153 27 171 41.6 0.888

834 89.8 6.41 2.1 109 20.2 123 31.2 0.89473 55.7 5.35 1.84 75 14.7 84.2 22.6 0.895

1021420 26721 40.6 6.57 19717 1732 23200 2800 0.867909906 23447 40.4 6.49 17739 1535 20762 2469 0.868807689 20496 40.2 6.4 15899 1353 18539 2168 0.868723131 18460 40.3 6.44 14346 1223 16592 1941 0.872644212 16232 40.1 6.37 12884 1082 14851 1713 0.872553974 14004 40 6.35 11190 934 12826 1470 0.873481306 11754 39 6.09 9821 784 11350 1245 0.861407961 9546 38 5.81 8409 636 9807 1020 0.85274845 98125 18.4 11 11582 4629 14235 7108 0.843226938 82671 18 10.9 9962 3951 12076 6058 0.841183003 67834 17.5 10.7 8383 3291 10002 5034 0.839146618 55367 17.1 10.5 6998 2721 8222 4154 0.837122543 46853 16.8 10.4 6031 2325 6999 3544 0.836

99875 38677 16.5 10.3 5075 1939 5812 2949 0.83579085 30993 16.3 10.2 4151 1570 4687 2383 0.83466261 23688 16.1 9.6 3538 1264 3972 1920 0.84457118 20529 15.9 9.54 3103 1102 3455 1671 0.84448589 17553 15.8 9.49 2684 948 2965 1435 0.84440246 14611 15.6 9.43 2264 793 2479 1199 0.84478872 24635 14.8 8.27 4318 1529 5105 2342 0.85564203 20315 14.5 8.15 3643 1276 4247 1951 0.85450904 16299 14.2 8.04 2995 1037 3440 1581 0.85438747 12569 13.9 7.9 2369 808 2680 1230 0.85132814 10700 13.7 7.83 2048 692 2297 1053 0.85127672 9059 13.6 7.77 1760 589 1958 895 0.8522249 7308 13.4 7.69 1445 479 1592 726 0.8529998 9870 11.9 6.81 2075 744 2424 1137 0.85122529 7531 11.6 6.69 1631 576 1869 878 0.8517510 5928 11.3 6.59 1313 458 1484 697 0.84814268 4857 11.2 6.55 1096 379 1224 575 0.8511407 3908 11.1 6.48 898 307 992 465 0.849

9449 3127 9.28 5.34 850 299 977 456 0.857618 2537 9.18 5.3 706 246 799 374 0.8536125 2065 8.96 5.2 584 201 656 305 0.8465259 1778 8.91 5.18 510 174 567 264 0.8484568 1548 8.82 5.13 450 152 497 231 0.8472210 706 6.85 3.87 273 91.5 309 140 0.8481748 560 6.76 3.83 222 73.3 248 112 0.8491250 400 6.54 3.7 164 52.6 182 80.2 0.84

Torsional Warping Torsional AreaIndex Constant Constant of

Inertia Section

x H J A

12.5 0.00168 2.33 15.69.99 0.00259 5.28 21.28.51 0.00339 9.33 2615.7 0.00425 2.59 18.612.3 0.00649 6.04 25.39.64 0.00943 13.9 3417.9 0.0102 3.43 2313.9 0.0151 8.1 31.410.6 0.0225 20.2 4317.3 0.0238 6.43 30.414.5 0.0315 12.1 38.8

11 0.048 31.3 54.36.91 0.108 161 97.118.9 0.0464 8.31 36.515.9 0.0603 14.9 45.311.7 0.0939 42.2 65.37.47 0.2 201 11318.9 0.0846 12.5 44.116.3 0.108 21 53.8

12 0.171 59.7 78.17.88 0.347 258 13120.2 0.146 15.5 51.516.9 0.194 28.6 64.312.6 0.296 77 918.37 0.574 313 14920.1 0.24 22.1 60.416.7 0.329 42.1 76.812.7 0.488 104 1067.61 1.15 626 20020.1 0.383 30.1 69

17 0.517 54.2 86.813.3 0.755 127 1188.05 1.73 720 22021.3 0.591 35.5 78

18 0.786 63.5 97.314.1 1.13 146 1318.55 2.52 807 240

21 0.879 47.8 88.917.7 1.2 87.8 11314.1 1.69 189 14910.1 2.91 604 225

7.9 4.39 1411 30321.8 1.04 53.6 94.617.6 1.51 112 12414.2 2.07 230 1618.22 5.01 1506 31222.6 1.23 60 10117.9 1.83 131 13314.5 2.46 263 171

dm6 cm4 cm2

8.72 5.6 1512 31623.3 1.45 67.1 10718.2 2.18 153 14314.9 2.89 298 1819.22 6.15 1513 31924.9 1.95 81.3 11821.7 2.37 126 136

19 2.95 193 15915.8 3.82 361 19810.3 7.43 1520 32627.5 2.58 91.4 12722.2 3.62 178 158

20 4.15 250 17816.7 5.27 448 21811.6 9.28 1534 33529.9 3.31 103 13720.8 5.65 318 19817.6 7.03 548 23912.9 11.2 1544 34431.5 4.35 127 15322.4 7.2 360 212

19 8.87 610 25414.4 13.6 1559 35433.8 5.4 142 16431.4 6.13 177 175

28 7.32 247 19324.7 8.57 374 22323.9 9 407 22620.4 11 677 27015.8 16 1569 364

36 6.59 158 17625.3 11 458 24221.7 13.4 749 28617.3 18.7 1584 37437.4 8.18 186 19132.7 10.2 274 21226.5 13.4 522 26022.9 16.1 839 30618.8 21.5 1595 38340.4 11.5 243 21829.6 18.3 609 28625.6 21.9 959 33421.6 27.9 1657 40442.6 16.3 322 25231.8 25 749 32127.8 29.6 1150 37124.7 34.9 1683 42445.9 21.4 387 282

35 32.2 835 34730.7 37.8 1267 40027.9 43.2 1713 44426.7 88.9 1734 49430.1 75.8 1193 43731.9 31.2 926 368

36.2 26.4 626 32341.3 22.1 422 28646.8 18.4 291 256

35 19.3 514 28941.6 15.2 306 24746.5 13 221 22433.2 11.3 404 25138.1 9.39 267 22045.2 7.4 159 18749.8 6.46 119 17131.8 7.42 308 21735.5 6.42 220 19438.7 5.72 169 17843.9 4.8 116 15921.3 14.5 785 30327.7 10.2 340 22832.7 8.17 200 19030.6 3.99 216 17834.1 3.45 154 159

38 2.99 111 14443.1 2.52 77 12927.6 2.32 178 15530.9 1.99 126 13933.2 1.81 101 12936.5 1.6 75.7 11741.6 1.33 51.5 10525.7 1.18 121 12528.3 1.04 90.7 11430.9 0.922 69.2 10433.9 0.818 51.8 94.637.9 0.705 37.1 85.527.4 0.591 89.2 10530.2 0.518 65.9 94.533.6 0.448 47.7 85.637.5 0.387 33.8 76.243.9 0.311 21.4 66.627.6 0.608 62.8 94.530.5 0.533 46.1 85.533.8 0.466 33.3 76.538.3 0.392 23.1 6938.9 0.207 19 58.647.5 0.155 10.7 49.724.4 0.412 55.7 85.528.8 0.33 33.4 72.632.1 0.286 23.8 64.936.8 0.237 15.8 57.335.2 0.105 15.1 49.842.2 0.0812 8.79 42.123.6 0.234 34.8 68.827.1 0.195 22.2 58.7

31 0.164 14.7 51.323.3 0.102 31.8 61.226.5 0.0846 21.1 53.429.7 0.0725 14.8 47.2

31.6 0.0442 12.2 41.837.4 0.0349 7.4 35.943.4 0.0273 4.77 31.621.2 0.103 23.9 54.824.3 0.0857 15.3 47.229.6 0.066 8.55 39.727.5 0.028 9.57 36.131.5 0.023 6.42 3236.4 0.0182 4.15 2821.5 0.0374 10.3 38.225.6 0.0294 5.96 3222.5 0.0154 7.02 29.422.6 0.00987 4.41 24.319.6 0.0047 3.56 20.316.3 0.00199 2.85 16.521.1 64.4 4299 62023.1 55.9 3185 55725.5 48.4 2330 50027.9 43.3 1718 44530.7 37.7 1264 400

35 32.2 835 34739.9 26.8 582 31745.7 21.5 390 2835.46 38.8 13723 8086.05 31.1 9240 7026.86 24.3 5808 5957.87 18.9 3545 5018.85 15.5 2343 43310.2 12.3 1441 36612.1 9.54 812 29913.4 7.16 558 257

15 6.09 381 22617 5.11 251 195

19.9 4.18 153 1647.65 6.35 2034 3608.74 5.03 1271 30610.2 3.88 734 25212.5 2.87 378 20114.2 2.39 249 17416.2 1.98 161 15019.3 1.56 91.2 1238.49 1.63 626 21310.3 1.19 319 16812.4 0.898 172 13614.5 0.717 102 11317.3 0.562 57.6 93.110.2 0.318 137 11011.9 0.25 80.2 90.414.1 0.197 47.2 76.415.8 0.167 31.8 66.317.7 0.143 22.2 58.713.3 0.0399 19.2 47.1

16 0.0308 10.5 38.320.7 0.0212 4.63 29.2

Forces from STAAD analysis

(Beam - UB 356X171X51, Column - UC 305x305x97)

Beam L/C Node Fx kN Fy kN Fz kN Mx kNm My kNm Mz kNmMax Fx 36 101 32 32.215 35.937 0.24 -0.018 0.002 70.495Min Fx 39 101 36 -33.24 36.36 0.251 -0.017 -0.002 -73.095Max Fy 27 101 23 -5.118 59.089 0.028 0.004 0 -111.174Min Fy 27 105 23 -9.118 -13.504 -0.026 0 0 29.727Max Fz 39 101 36 -33.24 36.36 0.251 -0.017 -0.002 -73.095Min Fz 39 103 36 13.993 -7.085 -0.185 0.002 0 31.693Max Mx 9 101 7 2.321 30.663 -0.02 0.009 0.001 -61.463Min Mx 36 101 32 32.215 35.937 0.24 -0.018 0.002 70.495Max My 24 102 20 7.478 3.237 -0.073 0.005 0.021 5.832Min My 24 103 20 -18.425 0.192 0.065 -0.004 -0.016 1.275Max Mz 24 101 20 7.203 58.953 0.018 0.004 0.01 110.332Min Mz 27 101 23 -5.118 59.089 0.028 0.004 0 -111.174

Max 32.215 59.089 0.251 0.009 0.021 110.332Min -33.24 -13.504 -0.185 -0.018 -0.016 -111.174

MOMENT CONNECTION FOR BEAM SECTIONS WITHOUT HAUNCH - MCSP(D)

Member No. = 7Bolt Strength

High Strength Bolt Grade gr 8.8

Shear strength = 375 (Table30, BS5950-1:2000)

Bearing strength = 1000 (Table31, BS5950-1:2000)

Tensile strength = 560 (Table34, BS5950-1:2000)Steel Details

Structural Steel Grade S275

Design strength of steel = 250

Bearing strength of steel = 460 (Table32, BS5950-1:2000)Weld Strength

Welding Electrode Grade E70 XX

Design strength of fillet welds = 225 (Table37, BS5950-1:2000)

1.) FORCES FROM STAAD ANALYSIS

Axial tensile force Af = 33240 N

Vertical force Fv = 36360 N

Bending moment around strong axis Mx = 73095 Nm

Horizontal force Fh = 251 N

Bending moment around weak axis My = 2 Nm

GENERAL DATA

Beam profile UB 356x171x51 148

Depth of Beam = 355 mm

Flange Width of Beam = 171.5 mm

Web Thickness of Beam = 7.4 mm

Flange Thickness of Beam = 11.5 mm

Root Radius of Beam = 10.2 mm

Plastic Modulus in Major axis Zx = 896000

ps N/mm2

pbb N/mm2

pt N/mm2

py N/mm2

pbs N/mm2

pws N/mm2

Db1

Wb1

twb1

Ft1

Rr1

mm3

2.) CAPACITY OF BEAM

a.) Vertical Shear Capacity of Beam, Pv = 0.6 x Py x Av (Ref: BS5950-1-2000,Cl.4.2.3)

Where Shear Area, = 7.4 x 355

= 2627

Therefore, = 0.6 x 250 x 2627

= 394050 N

50% load carrying capacity of connecting member = 50/100x 394050 (Ref: SPC160-CI-E-10002 -

= 197025 N Structural Design Basis)

b.) Max. moment capacity of Beam, Mx1 = Py . Zx = 250 x 896000 / 1000

224000 Nm

50% moment capacity of connecting member = 50/100x 224000

112000 Nm

3.) DESIGN FORCES

i) Beam to Stub Connection

Max. Axial Load Af = 33240 N

Max. Vertical Shear Fv = 197025 N

Max. Bending moment - Major axis Mx = 112000 Nm

Max. Horizontal Shear Fh = 251 N

Max. Bending moment - Minor axis My = 2 N

ii) Stub to Column Welded Connection

Axial tensile force = 33240 N

Vertical force = 197025 N

Bending moment around strong axis = 112000 Nm

Horizontal force = 251 N

Bending moment around weak axis = 2 Nm

Shear force vector sum = sqrt(197025^2 + 251^2)

= 197025 N

Nominal diameter of the bolt = 20 mm

Area bolt shank = 314

Net area of the bolt = 245 (Ref: BS4190-2001,Table 16)

Diameter of the hole = 22 mm

Total number of the bolts = 8

R = 80 (Ref: 160-CD-B-10405)

Bolt Edge distance A = 40 mm >1.4 Dh

End Projection of Plates Proj. = 20 mm

Edge Distance P = 40 mm

Plate width C = 220 mm

Plate Height J = 450 mm

Plate thickness K = 15 mm

Bolt spacing (Horizontal) B = 120 mm

Edge Distance (Bottom) H = 40 mm

Edge Distance (top) I = 90 mm

Bolt Spacing G = 140 mm

Bolt Spacing (Vertical) M = 90 mm >2.5 Bd

A.) STRESSES ON BOLTS

Av =twb1.Db1

mm2

Pv

Afw

Fvw

Mxw

Fhw

Myw

Ftw = (Fvw2+Fhw

2)0.5

Bd

Abs mm2

Anb mm2

Dh

Nb

Distance between Column flange end & end plate

Stress due to axial force

= 4155 N

Stress due to bending moment around strong axis

(Note: Bottom row of bolts is considered as centre of Rotation)

= (320^2) +(230^2) + (140^2)

= 174900

Tensile force on row 1due to Mx, = ( 112000 x 1000 / 174900) x (140)

= 89651 N

Tensile force on row 2due to Mx, = ( 112000 x 1000 / 174900) x (140+90)

= 147284 N

Tensile force on row 3due to Mx, = ( 112000 x 1000 / 174900) x (2 x 90+140)

= 204917 N

Tensile Force in top Bolt due to Mx, = 204917 / 2

= 102458.5 N

Stress due to bending moment around weak axis

Tensile force per Bolt due to My, = [ 251 / ( 120 / 1000)] / ( 8 /2)

= 522.9 N

Total tensile Force per Bolt = 4155 + 102458.5 + 522.9

= 107136.4 N

Vertical shear force on a bolt Stv = Fv / Nb = 197025 / 8

= 24628 N

Horizontal shear force on a bolt Sth = Fh / Nb = 251 / 8

= 31 N

Total shear force on a bolt = SQRT( 24628^2 + 31^2)

= 24628 N

i) Tension capacity

Tensile capacity of one bolt = 560 x 245

= 137200 N

(check for tension) Tt < Pt 107136.4 < 137200 OK

ii) Shear capacity

Shear capacity of one bolt = 375 x 245

= 91875 N

(check for shear) St < Ps 24628 < 91875 OK

iii) Check for shear and tensionSt/Ps+Tt/Pt = (24628 / 91875) + (107136.4 / 137200)

= 1 < 1.4 OK

B) CHECK FOR BEARING

Bearing capacity of one bolt = 20 x 15 x 1000

300000 N

Bearing capacity of flange = 20 x 15 x 460

Tensile force in each bolt due to axial force Taf = Af / (Nb)

∑r2

mm2

Th1=(Mx / ∑r2) x r1

Th2=(Mx / ∑r2) x r2

Th3=(Mx / ∑r2) x r3

Tmx = Th2 / 2

Tmy = ( My / B) / (Nb/2)

Tt = Taf +Tmx +Tmy

St = (Stv2+Sth2)0.5

Pt = pt·Anb

Ps = ps·Anb

Pbb = Bd·K·pbb

Pbs = Bd·K·pbs

138000 N

e = min(A;G;M) = 40 mm

but Pbs ≤ = 0.5 x 40 x 15 x 460 OK

138000 N

(check for bearing capacity) → 138000 > 24628 OK

C) CHECK FOR BEAM WELDING TO COLUMN

General data

Web profile height of Beam Hp = 311.6 mm

Number of flanges Nf = 2

Weld Thickness of Web = 6 mm

Weld Thickness of Flange = 8 mm

Lever arm = 343.5 mm

Vertical Weld Length = 623.2 mm

Total horiz. weld length on flanges lh = 630.4 mm

CHECK FOR WEB WELD

Due to Shear force

Weld strength at throat = 0.7 x 6 x 225

= 945 N/mm

Unit shear force = 197025 / 623.2

= 316.2 N/mm

Check for unit force Us < Ws → 316.2 < 945 OK

CHECK FOR FLANGE WELD

Due to Axial force

Unit force on weld = 33240 / 630.4

= 52.7 N/mm

Moment on stronger axis

Unit force in top weld = [ 112000 x 1000 ] / [343.5 x (630.4 / 2)]

= 1034.4 N/mm

Moment on weaker axis

= 2 x 2 x (1 x 171.5^2) / 6

= 19608

Unit force on weld = (2x1000) / 19608

= 0 N/mm

Ttfv = Uaf + Usm = 52.7 + 1034.4

= 1087.1 N/mm

Weld strength at throat Wr = 0,7·wf·pws = 0.7 x 8 x 225

1260 N/mm

Vector sum = SQRT(0^2+1087.1^2)

1087.1 N/mm

Rutf < Wr → 1087.1 < 1260 OK

SUMMARY TABLE

1/2·e·K·pbs

Pbs > St

ww

wf

la = (Db1 -Ft1 )

lv = (2·Hp)

Ws = 0,7·ww·pws

Us = Ftw / lv

Uaf = Afw / lh

Usm = Mxw /(la·(lh / Nf))

Z = Nf·2·(1·Wb12 ) / 6

mm3

Uwm = Myw / Z

Total unit tensile force along vertical axis

Rutf = (Uwm2+Ttfv

2)0.5

BOLT GRADE gr 8.8

BOLT DIA (mm) 20

NUMBER OF BOLTS (Nos.) 8

END PLATE THICKNESS (mm) 15

Forces from STAAD output

Beam Section - UB 305x102x33, Column Section - UB 305x165x40

Beam L/C Node Fx kN Fy kN Fz kN Mx kNm My kNm Mz kNmMax Fx 64 145 5 44.481 -39.532 1.028 0.000 0.004 27.935Min Fx 7 133 5 9.787 21.948 0.195 0.001 0.020 11.193Max Fy 7 103 5 23.682 51.408 -0.062 0.000 0.034 30.420Min Fy 65 101 7 23.846 -52.182 0.047 0.000 -0.027 31.633Max Fz 65 153 7 9.949 -26.480 2.487 0.001 -0.018 20.380Min Fz 64 132 8 25.301 -21.041 -2.445 -0.001 -0.069 11.544Max Mx 8 123 6 16.231 13.965 0.211 0.001 0.057 5.386Min Mx 8 132 6 25.293 24.068 -0.226 -0.001 -0.057 15.613Max My 8 136 6 25.207 24.871 -0.354 -0.001 0.086 16.998Min My 8 153 6 17.246 17.788 0.393 0.001 -0.086 4.261Max Mz 64 102 8 39.473 -52.177 -0.055 0.000 -0.060 32.380Min Mz 8 128 6 11.473 -12.073 -1.212 0.000 0.023 2.596

Max 44.481 51.408 2.487 0.001 0.086 32.38Min 9.787 -52.182 -2.445 -0.001 -0.086 2.596

Design forces

BEAM TO BEAM SPLICE CONNECTION

Bolt StrengthHigh Strength Bolt Grade gr 8.8










Axial tensile force Af = 146668 N

Vertical force Fv = 336 N

Bending moment around strong axis Mz = 3687 Nm

Horizontal force Fh = 66 N

Bending moment around weak axis My = 131 Nm

GENERAL DATA


Depth of Beam = 303.4 mm

Flange Width of Beam = 165 mm

Web Thickness of Beam = 6 mm




2.) CAPACITY OF BEAM

ps N/mm2

pbb N/mm2

pt N/mm2

py N/mm2

pbs N/mm2

pws N/mm2

Db1

Wb1

twb1

Ft1

Rr1

mm3

a.) Vertical Shear Capacity of Beam, Pv = 0.6 x Py x Av (Ref: BS5950-1-2000,Cl.4.2.3)

Where Shear Area, = 6 x 303.4

= 1820.4

Therefore, = 0.6 x 250 x 1820.4

= 273060 N

50% load carrying capacity of connecting member = 50/100x 273060

= 136530 N

b.) Max. moment capacity of Beam, Mx1 = Py . Zx = 250 x 623000 / 1000

155750 Nm

50% moment capacity of connecting member = 50/100x 155750

77875 Nm

3.) DESIGN FORCESi) Beam to Beam Connection

Axial tensile force = 146668 N

Vertical force = 136530 N

Bending moment around strong axis = 77875 Nm

Horizontal force = 66 N

Bending moment around weak axis = 131 Nm

Shear force vector sum = sqrt(136530^2 + 66^2)

= 136530 N

Nominal diameter of the bolt = 20 mm

Area bolt shank = 314

Net area of the bolt = 245 (Ref: BS4190-2001,Table 16)

Diameter of the hole = 22 mm

Total number of the bolts in flange plate = 8

Edge Distance ed = 40 mm

Flange Plate width = 165 mm

Plate thickness = 15 mm

Bolt Spacing in flange plate p = 60 mm >2.5 Bd

No. of Web Plates = 2

No. of Bolts in Web Plate = 8

No. of Bolt rows in Web Plate = 2

Thickness of Web Plates = 10 mm

Width of web plate L = 225 mm

Distance between joint and bolt a = 40 mm

Bolt spacing in web plates p = 60 mm

FLANGE SPLICE

A. SLIP/BEARING RESISTANCE :

Forces on Flange due to Moment Mz (F) Mz = 77875000 / (303.4 - 10.2)(Db1 - Ft1)

= 265604 N

F = 266 kN

= 560 x 245/1000

= 137 kN

Slip Resistance per bolt (S) in Single Shear = 1.1 x 1 x 0.4 x 137.2

= 60 kN

Slip Resistance for 8 bolts (Sn) = 60 x 8

= 480 kN

Bearing Resistance per bolt (B) = (20 x 10.2 x 1000 )/1000

= 204 kN

Bearing Resistance for 8 bolts (Bn) = 204 x 8

= 1632 kN

(Check for Slip/ Bearing Resistance) Min(Sn,Bn) > F = 480 kN > 266 kN OK

B. TENSILE CAPACITY OF FLANGE & SPLICE PLATE :

= 1.2

= (165 - 2 x 20 ) x 10.2

= 1275

= 1.2 x 1275

Av =twb1.Db1

mm2

Pv

Afw

Fvw

Mzw

Fhw

Myw

Ftw = (Fvw2+Fhw

2)0.5

Bd

Abs mm2

Anb mm2

Dh

Nb

Wfp

Tfp

Nw

nwb

nr

Twp

Shank Tension (Po) Pt x Anb

(Po)

1.1KsμPo

S x Nb

Sn

Bd x Ft1x Pbb

B x Nb

Bn

Ke for grade S275

Net Area of Flange (an) (Wb1 - 2 x Bd) x Ft1

(an) mm2

Effective Area of Flange (Afl) Ke x an

= 1530

= 250 x 1530/ 1000

= 383 kN

(Check for Tension Capacity of Flange) = 266 kN < 383kN OK

= (165 - (2 x20)) x 15 x 250 /1000

= 469 kN

(Check for Tension Capacity of Splice Plate) = 266kN < 469 kN OK

WEB SPLICE

A. SHEAR

= (225 - 8 x 22 ) x 10 x 2

= 980

= 0.6 x 980 x 250 / 1000

= 147 kN

(Check for Shear Capacity of Web Plate) = 137 kN < 147kN OK

B. BENDING

Moment due to eccentricity (M) = 137 x 40/1000

M = 5.48 kNm

= 70

= 250 x 70 /1000

= 17.5 kNm

(Check for Moment Capacity of Web Plate) = 5.48 kN < 17.5kN OK

WEB BOLTS

= 2 x (2 + 1 ) x 60 / 6

= 60 mm

= 137 x 40 / 60

= 91 kN

= 137 / 2

= 69 kN

= (91^2 + 69^2 )^0.5

= 114 kN

= 560 x 245/1000

= 137 kN

Slip Resistance per bolt (S) in Double Shear = 1.1 x 2 x 1 x 0.4 x 137

= 121 kN

= (20 x 6 x 1000 )/1000

= 120 kN

(Check for Web bolts in shear & bearing ) = 114 kN < 120kN OK

Afl mm2

Flange Capacity (Pfc) Py x Afl

F < (Pfc)

Tensile Capacity of Splice Plate (Tsp) (Wfp-(n x Bd)) x t x Py

F < (Tsp)

Net Area of Web Plate (Avnet) (L-nr x Dh) x Twp x Nw

Avnet mm2

Shear Capacity of the Web Plates (Pvwp) 0.6 x Avnet x Pyp

Pv < Pvwp

Pv x a

Section Modulus of Plate(Znet) mm3

Moment Capacity (Mc) Py x Znet

M < Mc

Elastic modulus of bolt group (Zb) nr x (nr+1) x p/6

Zb

Force on bolt due to bolt eccentricity (Fm) Pv x a / Zb

Fm

Force on bolt due to direct shear (Fv) Pv / nr

Resultant bolt load (Fr) (Fm2 +Fv2)0.5

Fr

Shank Tension (Po) Pt x Anb

(Po)

1.1x 2xKsμPo

Bearing resistance of bolt (Bwb) Bd x twb1x Pbb

Fr < Min (S, Bwb)

COLUMN SPLICE CONNECTION

Bolt StrengthHigh Strength Bolt Grade gr 8.8










Axial compression force Af = 146.668 kN

Bending moment about strong axis Mz = 50 kNm

Horizontal force Fh = 1 kN

Bending moment about weak axis My = 1.25 kNm

GENERAL DATA

Upper level column UC 254x254x89







Plastic Modulus in Minor axis Zz = 575000

C/S area Ax = 11300

Lower level column UC 254x254x132

ps N/mm2

pbb N/mm2

pt N/mm2

py N/mm2

pbs N/mm2

pws N/mm2

Db1

Wb1

twb1

Ft1

Rr1

mm3

mm3

mm2







C/S area Ax = 16800

INPUTS:

Assumed dia of bolt = 20 mm

Dia of hole = 22 mm

No of bolts perpendicular to axis of beam = 2

No of bolts in each flange splice plate = 6

Flange splice plate thickness = 15 mm

Width of flange splice plate = 256.3 mm

Thickness of web splice plate = 12 mm

Width of web splice plate = 200 mm

Length of column between floors = 5 m

Height of splice from floor = 1.2 m

1) DETERMINATION OF FLANGE FORCES

C/S area of column = 11300

Area of web only of column = 2325

Axial compression carried by web only of column = 30.17 kN

Axial compression carried by each flange of column =

= 58 kN

Max Flange force at splice =

264.01 Compression

Min Flange force at splice = -Mx/h + Nf

= -147.51406759278 Tension

2.) CHECK CAPACITY OF FLANGE & SPLICE PLATE IN TENSION

Note: This check is not required when min flange force at splice is in compression

Effective net area coefficient = 1.2

Net area of flange deducting holes = 3673

Effective area of flange = 4407

Gross area of flange = 4434 OK

Tension capacity of column flange at splice = 1102 kN OK

Net area of flange splice plate deducting holes = 3184.5

Gross area of flange splice plate = 3844.5 OK

Effective area of flange splice plate = 3821.4

Tension capacity of flange splice plate = 955 kN OK

3.) CHECK CAPACITY OF FLANGE & SPLICE PLATE FOR STRUT ACTION

Slenderness ratio of column about major axis , kx = 76.7 mm

Db1

Wb1

twb1

Ft1

Rr1

mm3

mm3

Ax mm2

mm2

Mx/h + Nf

Ke

An mm2

Ae = Ke x An mm2

Ag mm2

Tc = Ae x py

mm2

mm2

mm2

Slenderness ratio of column about minor axis , kz = 64.7 mm

= 17.77

Robertson constant a = 5.5

= 0.324

= 12.979

Euler buckling strength pE = 335.5

Mmax = 2.516 kNm

Minor axis bending moment at splice Mf = 1.722 kNm

Minor axis moment carried by each flange splice plate = 0.86 kNm

Edge distance for bolt in flange splice plate = 40 mm OK

hi = 108 mm

= 26.0 kNm

Check interaction formula for flange splice plate = 0.31 < 1 OK

3.) CHECK RESULTANT SHEAR OF BOLT IN FLANGE SPLICE PLATES

The polar MOI of group of 6 bolts on either side of flange = 74062.28

Zx = 685 mm

Zy = 840 mm

= 1.3 kN

= 1.0 kN

= 44.00 kN

= 45.3 kN

3.) CHECK FOR CAPACITY OF BOLT

Proof load of bolt = 144 kN

Slip capacity of bolt = 78.41 kN

Bearing capacity of connected plate = 138 kN

Hence capacity of bolt or plate = 78.41 kN OK

3.) DETERMINE SIZE OF WEB SPLICE PLATE

The Horizontal shear at the splice is1kN resisted by two web cover plates of size

Net area of web splice plate = 1872

The shear capacity of each web cover plate = 252.72 kN

Shear carried by each web splice plate = 0.5 kN OKAxial load capacity of web splice plate = 600 kN

Axial load carried by each web splice plate = 15.09 kN OK

3.) DETERMINE RESULTANT SHEAR IN BOLTS OF WEB SPLICE PLATE

Slip resistance of M20 bolt in double shear = 156.816 kN

Bearing capacity in each web splice plate = 92 kN

Moment due to eccentricity of horizontal shear = 0.05 kNm

Vertical shear in each bolt due to this moment = 0.56 kN

Vertical shear in each bolt due to axial load = 15.09 kN

Horizontal shear in each bolt due to shear force = 0.5 kN

Resultant shear in bolt = 15.7 kN OK

λ0

η = 0.001a(λ - λ0)Average axial compressive stress in column section fc N/mm2

N/mm2

Capacity of flange splice plate to resist column minor axis bending moment

mm2

Bolt shear due to strut action fm,x

Bolt shear due to strut action fm,y

Bolt shear due to axial load acting vertically , fv

Resultant maximum shear in bolt , fr


Beam - UB 356X171X51

Beam L/C Node Fx kN Fy kN Fz kN Mx kNm My kNm Mz kNmMax Fx 29 105 28 9.449 9.654 -0.006 0.003 0 19.044Min Fx 37 101 37 -28.719 -2.221 0.307 0.018 0.17 47.056Max Fy 8 102 8 15.06 4.964 0.072 -0.002 0.022 4.84Min Fy 26 101 24 -0.255 -7.268 0.017 -0.004 0.036 -93.237Max Fz 38 101 37 29.744 -2.644 0.318 0.018 -0.17 -47.056Min Fz 38 103 37 -13.638 3.667 -0.198 0 -0.003 1.367Max Mx 38 101 37 29.744 -2.644 0.318 0.018 -0.17 -47.056Min Mx 7 101 8 6.375 -3.181 -0.053 -0.009 -0.085 44.237Max My 37 101 37 -28.719 -2.221 0.307 0.018 0.17 47.056Min My 38 101 37 29.744 -2.644 0.318 0.018 -0.17 -47.056Max Mz 25 101 24 -1.83 -7.131 0.01 -0.004 -0.036 93.237Min Mz 26 101 24 -0.255 -7.268 0.017 -0.004 0.036 -93.237

Max 29.744 9.654 0.318 0.018 0.17 93.237Min -28.719 -7.268 -0.198 -0.009 -0.17 -93.237

RIDGE CONNECTION FOR BEAM SECTIONS WITH HAUNCH

Beam Section - UB356x171x51

Member Number = XXX

Bolt Strength

Grade of bolt gr 8.8



Tensile strength = 560 (Table34, BS5950-1:2000)

Steel Details

Grade of Steel S275


Bearing strength of steel = 460 (Table32, BS5950-1:2000)

Weld Strength

Grade of Electrode E70 XX


ps N/mm2

pbb N/mm2

pt N/mm2

py N/mm2

pbs N/mm2

pws N/mm2

GENERAL DATA


Depth of Beam = 355 mm




Elastic Section Modulus Sx = 1.296E+06

Plastic Section Modulus Sx = 8.96E+05



Depth of Column = 355 mm

Flange Width of Column = 171.5 mm

Web Thickness of Column = 7.4 mm

Flange Thickness of Column = 11.5 mm



Root Radius of Column = 10.2 mm

Nominal diameter of the bolt d = 20 mm

Shank area of the bolt = 314

Tensile stress area of the bolt = 245

Diameter of the bolt hole D = 22 mm

Total number of the bolts Nb = 8 nos

Edge distance A1 = 50 mm >1,4 D

Holes horizontal distance A2 = 120 mm

Width of End Plate A = 220 mm

Bolt distance C1 = 140 mm >2,5 d

Bolt distance C2 = 90 mm



Max height = profile+haunch C = 500 mm

G1 = 80 mm

G2 = 90 mm

End Plate Thickness E = 15 mm

Stiffner Plate thickness F = 15 mm

Stiffner Plate thickness F1 = 0 mm

Height of Row 1 H1 = 140 mm



Db1

Wb1

twb1

Ft1

mm3

mm3

Rr1

Dc1

Wc1

twc1

Ftc

mm3

mm3

Rrc

As mm2

At mm2

G45

Important Value don't delete

G54



Column flange thickness Tc = 11.5 mm

FORCES & MOMENTS FROM STAAD ANALYSIS

Axial tensile force Fx = 29744 N

Vertical force Fy = 9654 N

Bending moment around strong axis Mz = 9.324E+07 N.mm

Horizontal force Fz = 318 N

Bending moment around weak axis My = 1.700E+05 N.mm

CAPACITY OF BEAM

Vertical Shear Capacity of Beam, = 0.6 x Py x Av (Ref: BS5950-1-2000,Cl.4.2.3)

Where Shear Area, = 355 x 7.4

= 2627

= 0.6 x 250 x 2627

= 394050 N

50% shear capacity of the member = 50/100x 394050 (Ref: SPC160-CI-E-10002)

= 197025 N

Moment Capacity of Beam, Mc = Py x Sx (Ref: BS5950-1-2000,Cl.4.2.5.2)

= 250 x 8.960E+05

= 2.240E+08 N.mm

50% Moment capacity of the member = 50/100x 2.240E+08 (Ref: SPC160-CI-E-10002)

= 1.120E+08 N.mm

DESIGN FORCES

Axial tensile force (Fx) Af = 29744 N

Fv = 197025 N

Mx = 1.120E+08 N.mm

Horizontal force (Fz) Fh = 318 N

Bending moment around weak axis (My My = 1.700E+05 N.mm

Shear force vector sum = 197025 N

STRESSES ON BOLTS

Stress due to axial force :

Taf = Af/(Nb) = 29744/(8) = 3718 N

140²+230²+320²+0² = 174900

Stress due to bending moment around strong axis (Row 0 = Centre of Rotation) :

Tensile force on row 1 Th1 = Mx/∑h² x H1 = 1.120E+08/174900 x 140 89651 N




PV

Av =twb1.Db1

mm2

PV

PVD

MCD

Vertical force (max. of Fy & PVD)

Bending moment around strong axis (Max. of Mz & MCD)

Ft = (Fv2+Fh2)0.5

∑H² =H1²+H2²+H3²+H4²=

Tmx = Th4 /2 = 204917/2 = 102459 N

Tmy = My/(A2·Nb/2) = 1.700E+05/(120 x 8/2) = 354 N

Tt = Taf+Tmx+Tmy = 3718 + 102459 + 354 = 106531 N

Vetrical shear force on a bolt Sty = Fv/Nb = 197025/8 = 24628 N

Horizontal shear force on a bolt Stx = Fh/Nb = 318/8 = 40 N

Total shear force on a bolt = (24628^2 + 40^2)^0.5 = 24628 N

Tension capacity

Tensile strength capacity of one bolt = 560 x 245 = 137200 N

Check for tension 106531 < 137200 OK

Shear capacity

Shear capacity of one bolt = 375 x 245 = 91875 N

Check for shear 24628 < 91875 OK

Check for Shear and Tension = 24628 / 91875 + 106531 / 137200

1.045 < 1.4 OK

CHECK FOR BEARING

Thickness of plate T = min (Tc;E) = 11.5 mm

Bearing capacity of one bolt = 20 x 11.5 x 1000 230000 N

Bearing capacity of connected ply = 20 x 11.5 x 460 105800 N

e = min (A1;C1+G1;C1+G2) = 50 mm

Bearing Capacity of edge distance = 1/2 x 50 x 12 x 460 132250 N

105800 N

105800 > 24628 OK

End Plate

Thickness of End plate required, =

Where " T " maximum tension in one bolt rowT = 213061.33 kN

m =

= 51.50 mm

Distance of centre line of bolt in Row1 to toe of fillet weld, = 90 - 8-11.5

= 71 mm

Distance from centre line of bolt to prying force, = edge distance < 2 E

= 50 mm

Leff = Min (2πm, 4m+1.25e)

Leff = 268.50 mm

= 12.79 mm< 15 OK

Tensile force in one top bolt due to moment about strong axis


Total tensile force on the max stressed bolt row 4

St = (Sty2+Stx2)0.5

Pt = pt·At

Tt < Pt

Ps = ps·At

St < Ps

St/Ps+Tt/Pt ≤ 1.4

Pbb = d·T·pbb

Pbs = d·T·pbs

1/2·e·T·pbs

Pbs <= 1/2·e·T·pbs

min (Pbb;Pbs) > St

Ereqd sqrt( T x m/(Leffxpy))

g/2-tb/2-0.8xsw

Ereqd

BEAM WELDING TO END PLATE

General data for weld

Web profile height dp = 355 - 2 x 11.5 - 2 x 10.2 311.6 mm

Web haunch height dh = 250 mm

Min. web weld leg length sw = 6 mm

Min. flange weld leg length sf = 8 mm

Lever arm = 500 - 11.5/2 - 11.5/2 488.5 mm

Vertical weld length ly = 2·(dp-2·sw+dh-2·sw) = 2 x (311.6 - 2 x 6 + 93.5 - 2 x 6)

= 762.2 mm

Total horiz. weld length on flanges

= 3x(171.5-2x8) + 3x((171.5-2x8)-7.4-2x10.2)

= 850 mm

Check for weld (webs welds to take shear forces; flanges welds to take axial force and bending moments)

Check for Web Weld

Weld strength at throat = 0.7 x 6 x 225 945 N/mm

Unit Force on weld due to Shear Us = Ft/ly = 197025 / 762 259 N/mm

Check Us < Ws 259 < 945 OK

Check for Flange Welds

Unit force on weld due to Axial Force Uaf = Af/lx = 29744 / 850 35 N/mm

Unit force in top weld due to Strong axis Moment Mx

Usm = Mx/[la·(lx/3)] = 1.120E+08/(488.5 x (850/2)) 540 N/mm

Moment about weak axis

Section Modulus of Weld 3 x 2 (1x(171.5 - 2 x 8)²)/6 24180

Unit force in top weld due to Weak axis Moment My

Uwm = My/Z = 1.700E+05 / 24180 7 N/mm

Total unit tensile force Ttf = Uaf + Usm = 35 + 540 575 N/mm

Weld strength at throat 0.7 x 8 x 225 1260 N/mm

Vector sum (7² + 575²)^0.5 575 N/mm

Check Rutf < Wr 575 < 1260 OK

CHECK FOR STIFFENERS

Maximum outstand for stiffener = 271.74 mm (Ref: BS5950-1-2000,Cl.4.5.1.2)

Provided Width of Stiffener ws = 110 mm

110

la = (C -Ft1/2-Ft1/2)

lx = 3·(B-2·sf)+3·[(B-2·sf)-twb1-2·Rr1]

Ws = 0.7·sw·pws

Z = 3·2·[1·(Wb1-2·sf)2]/6 = mm3

Wr = 0,7·sf·pws

Rutf = (Uwm2+Ttf2)0.5 =

19ε.ts.

Requirement,

Where, "C" is Compression in Beam Flange

Compression, = 112000 / (355 - 11.5)

= 326.06 kN

Thickness of Stiffener, ts ≥ (0.8C)/(2.ws.Py) = (0.8 x 326.06 x 1000) / (2x 110 x 250)

= 4.74 mm < 15 OK

Crushing (Bearing) capacity

Bearing Capacity of Stiffener Pc = pc(for unstiffened web) + (Asn x Py)

pc = (Ref : BS5950 -1:2000,Cl 4.5.3)

Where, n2 =

= 108.5 mm

pc = (57.5 + 108.5) x 7.4 x 250 x 1000

= 307.1 kN

Pc = 307.1 + (2 x 110 x 15 x 250 /1000)

= 1132.1 kN > 326.06 OK

Buckling Capacity

= (Aw + Asg) .Pc

Area of Column for Buckling Aw =

= 2190.4

Gross area of Stiffeners Asg = 2 x 110 x 15

= 3300

= (2190.4 + 3300) x 250 / 1000

1372.6 kN > 326.06 OK

SUMMARY TABLE

BOLT GRADE gr 8.8

BOLT DIA (mm) 20



(Asn x Pys) / 0.8 ≥ C

Asn - Net Stiffener area

C = Mx / (Db1 - Ft1)

(b1 + n2) x tc x py

((Rrc+wc1)x2.5x2)

Pbu

40twc1 x twc1

mm2

mm2

Pbu


Beam - UB 457x191x67

Beam L/C Node Fx kN Fy kN Fz kN Mx kNm My kNm Mz kNmMax Fx 49 101 46 74.264 6.976 -0.033 -0.01 0.097 -110.498Min Fx 48 101 46 -74.264 6.976 -0.038 -0.01 -0.097 110.498Max Fy 56 105 55 -10.661 7.806 -0.018 -0.001 -0.014 -8.97Min Fy 56 104 55 -7.842 -7.265 -0.034 -0.001 -0.005 -6.2Max Fz 57 102 55 14.854 0.851 0.299 0.001 -0.013 -28.836Min Fz 57 103 55 -15.76 -2.323 -0.246 0 0.004 12.078Max Mx 57 101 55 72.416 6.543 0.265 0.011 -0.109 -150.506Min Mx 49 101 46 74.264 6.976 -0.033 -0.01 0.097 -110.498Max My 56 101 55 -72.416 6.543 0.247 0.011 0.109 150.506Min My 57 101 55 72.416 6.543 0.265 0.011 -0.109 -150.506Max Mz 56 101 55 -72.416 6.543 0.247 0.011 0.109 150.506Min Mz 57 101 55 72.416 6.543 0.265 0.011 -0.109 -150.506

Max 74.264 7.806 0.299 0.011 0.109 150.506Min -74.264 -7.265 -0.246 -0.01 -0.109 -150.506

RIDGE CONNECTION FOR BEAM SECTIONS WITH HAUNCH

Beam Section - UB457x191x67

Member Number = XXX

Bolt Strength

Grade of bolt gr 8.8



Tensile strength = 560 (Table34, BS5950-1:2000)

Steel Details

Grade of Steel S275


Bearing strength of steel = 460 (Table32, BS5950-1:2000)

Weld Strength

Grade of Electrode E70 XX


ps N/mm2

pbb N/mm2

pt N/mm2

py N/mm2

pbs N/mm2

pws N/mm2

GENERAL DATA










Depth of Column = 453.4 mm

Flange Width of Column = 189.9 mm

Web Thickness of Column = 8.5 mm

Flange Thickness of Column = 12.7 mm



Root Radius of Column = 10.2 mm

Nominal diameter of the bolt d = 20 mm

Shank area of the bolt = 314

Tensile stress area of the bolt = 245

Diameter of the bolt hole D = 22 mm

Total number of the bolts Nb = 10 nos

Edge distance A1 = 50 mm >1,4 D

Holes horizontal distance A2 = 120 mm

Width of End Plate A = 220 mm

Bolt distance C1 = 90 mm >2,5 d




Max height = profile+haunch C = 760 mm

G1 = 90 mm

G2 = 100 mm

End Plate Thickness E = 15 mm

Stiffner Plate thickness F = 15 mm

Stiffner Plate thickness F1 = 0 mm




Db1

Wb1

twb1

Ft1

mm3

mm3

Rr1

Dc1

Wc1

twc1

Ftc

mm3

mm3

Rrc

As mm2

At mm2

G45


G54



Column flange thickness Tc = 12.7 mm

FORCES & MOMENTS FROM STAAD ANALYSIS

Axial tensile force Fx = 72416 N

Vertical force Fy = 6543 N

Bending moment around strong axis Mz = 1.505E+08 N.mm

Horizontal force Fz = 247 N

Bending moment around weak axis My = 1.090E+05 N.mm

CAPACITY OF BEAM

Vertical Shear Capacity of Beam, = 0.6 x Py x Av (Ref: BS5950-1-2000,Cl.4.2.3)

Where Shear Area, = 453.4 x 8.5

= 3854

= 0.6 x 250 x 3854

= 578100 N

50% shear capacity of the member = 50/100x 578100 (Ref: SPC160-CI-E-10002)

= 289050 N

Moment Capacity of Beam, Mc = Py x Sx (Ref: BS5950-1-2000,Cl.4.2.5.2)

= 250 x 1.471E+06

= 3.678E+08 N.mm

50% Moment capacity of the member = 50/100x 3.678E+08 (Ref: SPC160-CI-E-10002)

= 1.839E+08 N.mm

DESIGN FORCES

Axial tensile force (Fx) Af = 72416 N

Fv = 289050 N

Mx = 1.839E+08 N.mm

Horizontal force (Fz) Fh = 247 N

Bending moment around weak axis (My My = 1.090E+05 N.mm

Shear force vector sum = 289050 N

STRESSES ON BOLTS

Stress due to axial force :

Taf = Af/(Nb) = 72416/(10) = 7242 N

90²+270²+400²+530² = 521900

Stress due to bending moment around strong axis (Row 0 = Centre of Rotation) :





PV

Av =twb1.Db1

mm2

PV

PVD

MCD

Vertical force (max. of Fy & PVD)

Bending moment around strong axis (Max. of Mz & MCD)

Ft = (Fv2+Fh2)0.5

∑H² =H1²+H2²+H3²+H4²=

Tmx = Th4 /2 = 186729/2 = 93365 N

Tmy = My/(A2·Nb/2) = 1.090E+05/(120 x 10/2) = 182 N

Tt = Taf+Tmx+Tmy = 7242 + 93365 + 182 = 100788 N

Vetrical shear force on a bolt Sty = Fv/Nb = 289050/10 = 28905 N

Horizontal shear force on a bolt Stx = Fh/Nb = 247/10 = 25 N

Total shear force on a bolt = (28905^2 + 25^2)^0.5 = 28905 N

Tension capacity

Tensile strength capacity of one bolt = 560 x 245 = 137200 N

Check for tension 100788 < 137200 OK

Shear capacity

Shear capacity of one bolt = 375 x 245 = 91875 N

Check for shear 28905 < 91875 OK

Check for Shear and Tension = 28905 / 91875 + 100788 / 137200

1.049 < 1.4 OK

CHECK FOR BEARING

Thickness of plate T = min (Tc;E) = 12.7 mm

Bearing capacity of one bolt = 20 x 12.7 x 1000 254000 N

Bearing capacity of connected ply = 20 x 12.7 x 460 116840 N

e = min (A1;C1+G1;C1+G2) = 50 mm

Bearing Capacity of edge distance = 1/2 x 50 x 13 x 460 146050 N

116840 N

116840 > 28905 OK

End Plate

Thickness of End plate required, =

Where " T " maximum tension in one bolt rowT = 201576.33 kN

m =

= 50.95 mm

Distance of centre line of bolt in Row1 to toe of fillet weld, = 100 - 8-12.7

= 79 mm

Distance from centre line of bolt to prying force, = edge distance < 2 E

= 50 mm

Leff = Min (2πm, 4m+1.25e)

Leff = 266.30 mm

= 12.42 mm< 15 OK

Tensile force in one top bolt due to moment about strong axis


Total tensile force on the max stressed bolt row 4

St = (Sty2+Stx2)0.5

Pt = pt·At

Tt < Pt

Ps = ps·At

St < Ps

St/Ps+Tt/Pt ≤ 1.4

Pbb = d·T·pbb

Pbs = d·T·pbs

1/2·e·T·pbs

Pbs <= 1/2·e·T·pbs

min (Pbb;Pbs) > St

Ereqd sqrt( T x m/(Leffxpy))

g/2-tb/2-0.8xsw

Ereqd

BEAM WELDING TO END PLATE

General data for weld

Web profile height dp = 453.4 - 2 x 12.7 - 2 x 10.2 407.6 mm

Web haunch height dh = 250 mm

Min. web weld leg length sw = 6 mm

Min. flange weld leg length sf = 8 mm

Lever arm = 760 - 12.7/2 - 12.7/2 747.3 mm

Vertical weld length ly = 2·(dp-2·sw+dh-2·sw) = 2 x (407.6 - 2 x 6 + 253.9 - 2 x 6)

= 1275 mm

Total horiz. weld length on flanges

= 3x(189.9-2x8) + 3x((189.9-2x8)-8.5-2x10.2)

= 957 mm

Check for weld (webs welds to take shear forces; flanges welds to take axial force and bending moments)

Check for Web Weld

Weld strength at throat = 0.7 x 6 x 225 945 N/mm

Unit Force on weld due to Shear Us = Ft/ly = 289050 / 1275 227 N/mm

Check Us < Ws 227 < 945 OK

Check for Flange Welds

Unit force on weld due to Axial Force Uaf = Af/lx = 72416 / 957 76 N/mm

Unit force in top weld due to Strong axis Moment Mx

Usm = Mx/[la·(lx/3)] = 1.839E+08/(747.3 x (957/2)) 514 N/mm

Moment about weak axis

Section Modulus of Weld 3 x 2 (1x(189.9 - 2 x 8)²)/6 30241

Unit force in top weld due to Weak axis Moment My

Uwm = My/Z = 1.090E+05 / 30241 4 N/mm

Total unit tensile force Ttf = Uaf + Usm = 76 + 514 590 N/mm

Weld strength at throat 0.7 x 8 x 225 1260 N/mm

Vector sum (4² + 590²)^0.5 590 N/mm

Check Rutf < Wr 590 < 1260 OK

CHECK FOR STIFFENERS

Maximum outstand for stiffener = 271.74 mm (Ref: BS5950-1-2000,Cl.4.5.1.2)

Provided Width of Stiffener ws = 110 mm

110

la = (C -Ft1/2-Ft1/2)

lx = 3·(B-2·sf)+3·[(B-2·sf)-twb1-2·Rr1]

Ws = 0.7·sw·pws

Z = 3·2·[1·(Wb1-2·sf)2]/6 = mm3

Wr = 0,7·sf·pws

Rutf = (Uwm2+Ttf2)0.5 =

19ε.ts.

Requirement,

Where, "C" is Compression in Beam Flange

Compression, = 183875 / (453.4 - 12.7)

= 417.23 kN

Thickness of Stiffener, ts ≥ (0.8C)/(2.ws.Py) = (0.8 x 417.23 x 1000) / (2x 110 x 250)

= 6.07 mm < 15 OK

Crushing (Bearing) capacity

Bearing Capacity of Stiffener Pc = pc(for unstiffened web) + (Asn x Py)

pc = (Ref : BS5950 -1:2000,Cl 4.5.3)

Where, n2 =

= 114.5 mm

pc = (58.7 + 114.5) x 8.5 x 250 x 1000

= 368.05 kN

Pc = 368.05 + (2 x 110 x 15 x 250 /1000)

= 1193.05 kN > 417.23 OK

Buckling Capacity

= (Aw + Asg) .Pc

Area of Column for Buckling Aw =

= 2890

Gross area of Stiffeners Asg = 2 x 110 x 15

= 3300

= (2890 + 3300) x 250 / 1000

1547.5 kN > 417.23 OK

SUMMARY TABLE

BOLT GRADE gr 8.8

BOLT DIA (mm) 20



(Asn x Pys) / 0.8 ≥ C

Asn - Net Stiffener area

C = Mx / (Db1 - Ft1)

(b1 + n2) x tc x py

((Rrc+wc1)x2.5x2)

Pbu

40twc1 x twc1

mm2

mm2

Pbu

b2b splice

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