Shear Connection Design

UB

Diagram Universal Beams to BS4 Part 1 1993 [ALL Sections]

Mass Depth Width Thickness of Root Depth

per of of Web Flange Radius between

Designation metre Section Section fillets

M h b s t r d

Home kg/m mm mm mm mm mm mm

1 b c UB 914x419x388 388 921 420.5 21.4 36.6 24.1 799.6

2 b c UB 914x419x343 343.3 911.8 418.5 19.4 32 24.1 799.6

3 b c UB 914x305x289 289.1 926.6 307.7 19.5 32 19.1 824.4

4 b c UB 914x305x253 253.4 918.4 305.5 17.3 27.9 19.1 824.4

5 b c UB 914x305x224 224.2 910.4 304.1 15.9 23.9 19.1 824.4

6 b c UB 914x305x201 200.9 903 303.3 15.1 20.2 19.1 824.4

7 b c UB 838x292x226 226.5 850.9 293.8 16.1 26.8 17.8 761.7

8 b c UB 838x292x194 193.8 840.7 292.4 14.7 21.7 17.8 761.7

9 b c UB 838x292x176 175.9 834.9 291.7 14 18.8 17.8 761.7

10 b c UB 762x267x197 196.8 769.8 268 15.6 25.4 16.5 686

11 b c UB 762x267x173 173 762.2 266.7 14.3 21.6 16.5 686

12 b c UB 762x267x147 146.9 754 265.2 12.8 17.5 16.5 686

13 b c UB 762x267x134 133.9 750 264.4 12 15.5 16.5 686

14 b c UB 686x254x170 170.2 692.9 255.8 14.5 23.7 15.2 615.1

15 b c UB 686x254x152 152.4 687.5 254.5 13.2 21 15.2 615.1

16 b c UB 686x254x140 140.1 683.5 253.7 12.4 19 15.2 615.1

17 b c UB 686x254x125 125.2 677.9 253 11.7 16.2 15.2 615.1

18 b c UB 610x305x238 238.1 635.8 311.4 18.4 31.4 16.5 540

19 b c UB 610x305x179 179 620.2 307.1 14.1 23.6 16.5 540

20 b c UB 610x305x149 149.2 612.4 304.8 11.8 19.7 16.5 540

21 b c UB 610x229x140 139.9 617.2 230.2 13.1 22.1 12.7 547.6

22 b c UB 610x229x125 125.1 612.2 229 11.9 19.6 12.7 547.6

23 b c UB 610x229x113 113 607.6 228.2 11.1 17.3 12.7 547.6

24 b c UB 610x229x101 101.2 602.6 227.6 10.5 14.8 12.7 547.6

25 b c UB 533x210x122 122 544.5 211.9 12.7 21.3 12.7 476.5

26 b c UB 533x210x109 109 539.5 210.8 11.6 18.8 12.7 476.5

27 b c UB 533x210x101 101 536.7 210 10.8 17.4 12.7 476.5

28 b c UB 533x210x92 92.1 533.1 209.3 10.1 15.6 12.7 476.5

29 b c UB 533x210x82 82.2 528.3 208.8 9.6 13.2 12.7 476.5

30 b c UB 457x191x98 98.3 467.2 192.8 11.4 19.6 10.2 407.6

31 b c UB 457x191x89 89.3 463.4 191.9 10.5 17.7 10.2 407.6

32 b c UB 457x191x82 82 460 191.3 9.9 16 10.2 407.6

33 b c UB 457x191x74 74.3 457 190.4 9 14.5 10.2 407.6

34 b c UB 457x191x67 67.1 453.4 189.9 8.5 12.7 10.2 407.6

35 b c UB 457x152x82 82.1 465.8 155.3 10.5 18.9 10.2 407.6

36 b c UB 457x152x74 74.2 462 154.4 9.6 17 10.2 407.6

37 b c UB 457x152x67 67.2 458 153.8 9 15 10.2 407.6

38 b c UB 457x152x60 59.8 454.6 152.9 8.1 13.3 10.2 407.6

39 b c UB 457x152x52 52.3 449.8 152.4 7.6 10.9 10.2 407.6

40 b c UB 406x178x74 74.2 412.8 179.5 9.5 16 10.2 360.4

41 b c UB 406x178x67 67.1 409.4 178.8 8.8 14.3 10.2 360.4

42 b c UB 406x178x60 60.1 406.4 177.9 7.9 12.8 10.2 360.4

43 b c UB 406x178x54 54.1 402.6 177.7 7.7 10.9 10.2 360.4

44 b c UB 406x140x46 46 403.2 142.2 6.8 11.2 10.2 360.4

45 b c UB 406x140x39 39 398 141.8 6.4 8.6 10.2 360.4

46 b c UB 356x171x67 67.1 363.4 173.2 9.1 15.7 10.2 311.6

47 b c UB 356x171x57 57 358 172.2 8.1 13 10.2 311.6

48 b c UB 356x171x51 51 355 171.5 7.4 11.5 10.2 311.6

49 b c UB 356x171x45 45 351.4 171.1 7 9.7 10.2 311.6

50 b c UB 356x127x39 39.1 353.4 126 6.6 10.7 10.2 311.6

51 b c UB 356x127x33 33.1 349 125.4 6 8.5 10.2 311.6

52 b c UB 305x165x54 54 310.4 166.9 7.9 13.7 8.9 265.2

53 b c UB 305x165x46 46.1 306.6 165.7 6.7 11.8 8.9 265.2

54 b c UB 305x165x40 40.3 303.4 165 6 10.2 8.9 265.2

55 b c UB 305x127x48 48.1 311 125.3 9 14 8.9 265.2

56 b c UB 305x127x42 41.9 307.2 124.3 8 12.1 8.9 265.2

57 b c UB 305x127x37 37 304.4 123.4 7.1 10.7 8.9 265.2

58 b c UB 305x102x33 32.8 312.7 102.4 6.6 10.8 7.6 275.9

59 b c UB 305x102x28 28.2 308.7 101.8 6 8.8 7.6 275.9

60 b c UB 305x102x25 24.8 305.1 101.6 5.8 7 7.6 275.9

61 b c UB 254x146x43 43 259.6 147.3 7.2 12.7 7.6 219

62 b c UB 254x146x37 37 256 146.4 6.3 10.9 7.6 219

63 b c UB 254x146x31 31.1 251.4 146.1 6 8.6 7.6 219

64 b c UB 254x102x28 28.3 260.4 102.2 6.3 10 7.6 225.2

65 b c UB 254x102x25 25.2 257.2 101.9 6 8.4 7.6 225.2

66 b c UB 254x102x22 22 254 101.6 5.7 6.8 7.6 225.2

67 b c UB 203x133x30 30 206.8 133.9 6.4 9.6 7.6 172.4

68 b c UB 203x133x25 25.1 203.2 133.2 5.7 7.8 7.6 172.4

69 b c UB 203x102x23 23.1 203.2 101.8 5.4 9.3 7.6 169.4

70 b c UB 178x102x19 19 177.8 101.2 4.8 7.9 7.6 146.8

71 b c UB 152x89x16 16 152.4 88.7 4.5 7.7 7.6 121.8

72 b c UB 127x76x13 13 127 76 4 7.6 7.6 96.6

73 * * Additional sizes to 0

74 c UB 1016x305x487 486.6 1036.1 308.5 30 54.1 30 867.9

75 c UB 1016x305x437 436.9 1025.9 305.4 26.9 49 30 867.9

76 c UB 1016x305x393 392.7 1016 303 24.4 43.9 30 868.2

77 c UB 1016x305x349 349.4 1008.1 302 21.1 40 30 868.1

78 c UB 1016x305x314 314.3 1000 300 19.1 35.9 30 868.2

79 c UB 1016x305x272 272.3 990.1 300 16.5 31 30 868.1

80 c UB 1016x305x249 248.7 980.2 300 16.5 26 30 868.2

81 c UB 1016x305x222 222 970.3 300 16 21.1 30 868.1

UC

Diagram Universal Columns to BS4 Part 1 1993 [ALL Sections]

Mass Depth Width Thickness of Root Depth

per of of Web Flange Radius between

Designation metre Section Section fillets

M h b s t r d

Home kg/m mm mm mm mm mm mm

1 b c UC 356x406x634 633.9 474.6 424 47.6 77 15.2 290.2

2 b c UC 356x406x551 551 455.6 418.5 42.1 67.5 15.2 290.2

3 b c UC 356x406x467 467 436.6 412.2 35.8 58 15.2 290.2

4 b c UC 356x406x393 393 419 407 30.6 49.2 15.2 290.2

5 b c UC 356x406x340 339.9 406.4 403 26.6 42.9 15.2 290.2

6 b c UC 356x406x287 287.1 393.6 399 22.6 36.5 15.2 290.2

7 b c UC 356x406x235 235.1 381 394.8 18.4 30.2 15.2 290.2

8 b c UC 356x368x202 201.9 374.6 374.7 16.5 27 15.2 290.2

9 b c UC 356x368x177 177 368.2 372.6 14.4 23.8 15.2 290.2

10 b c UC 356x368x153 152.9 362 370.5 12.3 20.7 15.2 290.2

11 b c UC 356x368x129 129 355.6 368.6 10.4 17.5 15.2 290.2

12 b c UC 305x305x283 282.9 365.3 322.2 26.8 44.1 15.2 246.7

13 b c UC 305x305x240 240 352.5 318.4 23 37.7 15.2 246.7

14 b c UC 305x305x198 198.1 339.9 314.5 19.1 31.4 15.2 246.7

15 b c UC 305x305x158 158.1 327.1 311.2 15.8 25 15.2 246.7

16 b c UC 305x305x137 136.9 320.5 309.2 13.8 21.7 15.2 246.7

17 b c UC 305x305x118 117.9 314.5 307.4 12 18.7 15.2 246.7

18 b c UC 305x305x97 96.9 307.9 305.3 9.9 15.4 15.2 246.7

19 b c UC 254x254x167 167.1 289.1 265.2 19.2 31.7 12.7 200.3

20 b c UC 254x254x132 132 276.3 261.3 15.3 25.3 12.7 200.3

21 b c UC 254x254x107 107.1 266.7 258.8 12.8 20.5 12.7 200.3

22 b c UC 254x254x89 88.9 260.3 256.3 10.3 17.3 12.7 200.3

23 b c UC 254x254x73 73.1 254.1 254.6 8.6 14.2 12.7 200.3

24 b c UC 203x203x86 86.1 222.2 209.1 12.7 20.5 10.2 160.8

25 b c UC 203x203x71 71 215.8 206.4 10 17.3 10.2 160.8

26 b c UC 203x203x60 60 209.6 205.8 9.4 14.2 10.2 160.8

27 b c UC 203x203x52 52 206.2 204.3 7.9 12.5 10.2 160.8

28 b c UC 203x203x46 46.1 203.2 203.6 7.2 11 10.2 160.8

29 b c UC 152x152x37 37 161.8 154.4 8 11.5 7.6 123.6

30 b c UC 152x152x30 30 157.6 152.9 6.5 9.4 7.6 123.6

31 b c UC 152x152x23 23 152.4 152.2 5.8 6.8 7.6 123.6

SteelUK001202

500X10X200X16X8 87 500 200 10 16 452

500X10X225X16X9 93 500 225 10 16 452

550X10X225X20X1 111 550 225 10 20 494

600X10X225X20X1 123 600 225 10 20 544

600X12X250X20X1 131 600 250 12 20 544

650X12X250X20X1 136 650 250 12 20 594

650X12X300X20X1 152 650 300 12 20 594

650X12X300X25X1 174 650 300 12 25 584

HE 200 A 42.3 190 200 6.5 10 18 134HE 220 A 50.5 210 220 7 11 18 152HE 240 A 60.3 230 240 7.5 12 21 164HE 260 A 68.2 250 260 7.5 12.5 24 177HE 280 A 76.4 270 280 8 13 24 196HE 300 A 88.3 290 300 8.5 14 27 208HE 320 A 97.6 310 300 9 15.5 27 225HE 340 A 104.8 330 300 9.5 16.5 27 243HE 360 A 112.1 350 300 10 17.5 27 261HE 400 A 124.8 390 300 11 19 27 298HE 450 A 139.8 440 300 11.5 21 27 344

IPE 270 36.1 270 135 6.6 10.2 15 219.6IPE 300 42.2 300 150 7.1 10.7 15 248.6IPE 330 49.1 330 160 7.5 11.5 18 271IPE 360 57.1 360 170 8 12.7 18 298.6IPE 400 66.3 400 180 8.6 13.5 21 331IPE 450 77.6 450 190 9.4 14.6 21 378.8

User Regist

Second Moment Radius Elastic Plastic Buckling Torsional Warping

of Area of Gyration Modulus Modulus Parameter Index Constant

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

Ix Iy rx ry Zx Zy Sx Sy u x H

cm4 cm4 cm cm cm3 cm3 cm3 cm3 dm6

719635 45438 38.2 9.59 15627 2161 17665 3341 0.885 26.7 88.9

625780 39156 37.8 9.46 13726 1871 15477 2890 0.883 30.1 75.8

504187 15597 37 6.51 10883 1014 12570 1601 0.867 31.9 31.2

436305 13301 36.8 6.42 9501 871 10942 1371 0.866 36.2 26.4

376414 11236 36.3 6.27 8269 739 9535 1163 0.861 41.3 22.1

325254 9423 35.7 6.07 7204 621 8351 982 0.854 46.8 18.4

339704 11360 34.3 6.27 7985 773 9155 1212 0.87 35 19.3

279175 9066 33.6 6.06 6641 620 7640 974 0.862 41.6 15.2

246021 7799 33.1 5.9 5893 535 6808 842 0.856 46.5 13

239957 8175 30.9 5.71 6234 610 7167 959 0.869 33.2 11.3

205282 6850 30.5 5.58 5387 514 6198 807 0.864 38.1 9.39

168502 5455 30 5.4 4470 411 5156 647 0.858 45.2 7.4

150692 4788 29.7 5.3 4018 362 4644 570 0.854 49.8 6.46

170326 6630 28 5.53 4916 518 5631 811 0.872 31.8 7.42

150355 5784 27.8 5.46 4374 455 5000 710 0.871 35.5 6.42

136267 5183 27.6 5.39 3987 409 4558 638 0.868 38.7 5.72

117992 4383 27.2 5.24 3481 346 3994 542 0.862 43.9 4.8

209471 15837 26.3 7.23 6589 1017 7486 1574 0.886 21.3 14.5

153024 11408 25.9 7.07 4935 743 5547 1144 0.886 27.7 10.2

125876 9308 25.7 7 4111 611 4594 937 0.886 32.7 8.17

111777 4505 25 5.03 3622 391 4142 611 0.875 30.6 3.99

98610 3932 24.9 4.97 3221 343 3676 535 0.873 34.1 3.45

87318 3434 24.6 4.88 2874 301 3281 469 0.87 38 2.99

75780 2915 24.2 4.75 2515 256 2881 400 0.864 43.1 2.52

76043 3388 22.1 4.67 2793 320 3196 500 0.877 27.6 2.32

66822 2943 21.9 4.6 2477 279 2828 436 0.875 30.9 1.99

61519 2692 21.9 4.57 2292 256 2612 399 0.874 33.2 1.81

55227 2389 21.7 4.51 2072 228 2360 356 0.872 36.5 1.6

47539 2007 21.3 4.38 1800 192 2059 300 0.864 41.6 1.33

45727 2347 19.1 4.33 1957 243 2232 379 0.881 25.7 1.18

41015 2089 19 4.29 1770 218 2014 338 0.88 28.3 1.04

37051 1871 18.8 4.23 1611 196 1831 304 0.877 30.9 0.922

33319 1671 18.8 4.2 1458 176 1653 272 0.877 33.9 0.818

29380 1452 18.5 4.12 1296 153 1471 237 0.872 37.9 0.705

36589 1185 18.7 3.37 1571 153 1811 240 0.873 27.4 0.591

32674 1047 18.6 3.33 1414 136 1627 213 0.873 30.2 0.518

28927 913 18.4 3.27 1263 119 1453 187 0.869 33.6 0.448

25500 795 18.3 3.23 1122 104 1287 163 0.868 37.5 0.387

21369 645 17.9 3.11 950 84.6 1096 133 0.859 43.9 0.311

27310 1545 17 4.04 1323 172 1501 267 0.882 27.6 0.608

24331 1365 16.9 3.99 1189 153 1346 237 0.88 30.5 0.533

21596 1203 16.8 3.97 1063 135 1199 209 0.88 33.8 0.466

18722 1021 16.5 3.85 930 115 1055 178 0.871 38.3 0.392

15685 538 16.4 3.03 778 75.7 888 118 0.871 38.9 0.207

12508 410 15.9 2.87 629 57.8 724 90.8 0.858 47.5 0.155

19463 1362 15.1 3.99 1071 157 1211 243 0.886 24.4 0.412

16038 1108 14.9 3.91 896 129 1010 199 0.882 28.8 0.33

14136 968 14.8 3.86 796 113 896 174 0.881 32.1 0.286

12066 811 14.5 3.76 687 94.8 775 147 0.874 36.8 0.237

10172 358 14.3 2.68 576 56.8 659 89.1 0.871 35.2 0.105

8249 280 14 2.58 473 44.7 543 70.3 0.863 42.2 0.0812

11696 1063 13 3.93 754 127 846 196 0.889 23.6 0.234

9899 896 13 3.9 646 108 720 166 0.891 27.1 0.195

8503 764 12.9 3.86 560 92.6 623 142 0.889 31 0.164

9575 461 12.5 2.74 616 73.6 711 116 0.873 23.3 0.102

8196 389 12.4 2.7 534 62.6 614 98.4 0.872 26.5 0.0846

7171 336 12.3 2.67 471 54.5 539 85.4 0.872 29.7 0.0725

6501 194 12.5 2.15 416 37.9 481 60 0.866 31.6 0.0442

5366 155 12.2 2.08 348 30.5 403 48.5 0.859 37.4 0.0349

4455 123 11.9 1.97 292 24.2 342 38.8 0.846 43.4 0.0273

6544 677 10.9 3.52 504 92 566 141 0.891 21.2 0.103

5537 571 10.8 3.48 433 78 483 119 0.89 24.3 0.0857

4413 448 10.5 3.36 351 61.3 393 94.1 0.88 29.6 0.066

4005 179 10.5 2.22 308 34.9 353 54.8 0.874 27.5 0.028

3415 149 10.3 2.15 266 29.2 306 46 0.866 31.5 0.023

2841 119 10.1 2.06 224 23.5 259 37.3 0.856 36.4 0.0182

2896 385 8.71 3.17 280 57.5 314 88.2 0.881 21.5 0.0374

2340 308 8.56 3.1 230 46.2 258 70.9 0.877 25.6 0.0294

2105 164 8.46 2.36 207 32.2 234 49.8 0.888 22.5 0.0154

1356 137 7.48 2.37 153 27 171 41.6 0.888 22.6 0.00987

834 89.8 6.41 2.1 109 20.2 123 31.2 0.89 19.6 0.0047

473 55.7 5.35 1.84 74.6 14.7 84.2 22.6 0.895 16.3 0.00199

1021420 26721 40.6 6.57 19717 1732 23200 2800 0.867 21.1 64.4

909906 23447 40.4 6.49 17739 1535 20762 2469 0.868 23.1 55.9

807689 20496 40.2 6.4 15899 1353 18539 2168 0.868 25.5 48.4

723131 18460 40.3 6.44 14346 1223 16592 1941 0.872 27.9 43.3

644212 16232 40.1 6.37 12884 1082 14851 1713 0.872 30.7 37.7

553974 14004 40 6.35 11190 934 12826 1470 0.873 35 32.2

481306 11754 39 6.09 9821 784 11350 1245 0.861 39.9 26.8

407961 9546 38 5.81 8409 636 9807 1020 0.85 45.7 21.5

User Regist

Second Moment Radius Elastic Plastic Buckling Torsional Warping

of Area of Gyration Modulus Modulus Parameter Index Constant

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

Ix Iy rx ry Zx Zy Sx Sy u x H

cm4 cm4 cm cm cm3 cm3 cm3 cm3 dm6

274845 98125 18.4 11 11582 4629 14235 7108 0.843 5.46 38.8

226938 82671 18 10.9 9962 3951 12076 6058 0.841 6.05 31.1

183003 67834 17.5 10.7 8383 3291 10002 5034 0.839 6.86 24.3

146618 55367 17.1 10.5 6998 2721 8222 4154 0.837 7.87 18.9

122543 46853 16.8 10.4 6031 2325 6999 3544 0.836 8.85 15.5

99875 38677 16.5 10.3 5075 1939 5812 2949 0.835 10.2 12.3

79085 30993 16.3 10.2 4151 1570 4687 2383 0.834 12.1 9.54

66261 23688 16.1 9.6 3538 1264 3972 1920 0.844 13.4 7.16

57118 20529 15.9 9.54 3103 1102 3455 1671 0.844 15 6.09

48589 17553 15.8 9.49 2684 948 2965 1435 0.844 17 5.11

40246 14611 15.6 9.43 2264 793 2479 1199 0.844 19.9 4.18

78872 24635 14.8 8.27 4318 1529 5105 2342 0.855 7.65 6.35

64203 20315 14.5 8.15 3643 1276 4247 1951 0.854 8.74 5.03

50904 16299 14.2 8.04 2995 1037 3440 1581 0.854 10.2 3.88

38747 12569 13.9 7.9 2369 808 2680 1230 0.851 12.5 2.87

32814 10700 13.7 7.83 2048 692 2297 1053 0.851 14.2 2.39

27672 9059 13.6 7.77 1760 589 1958 895 0.85 16.2 1.98

22249 7308 13.4 7.69 1445 479 1592 726 0.85 19.3 1.56

29998 9870 11.9 6.81 2075 744 2424 1137 0.851 8.49 1.63

22529 7531 11.6 6.69 1631 576 1869 878 0.85 10.3 1.19

17510 5928 11.3 6.59 1313 458 1484 697 0.848 12.4 0.898

14268 4857 11.2 6.55 1096 379 1224 575 0.85 14.5 0.717

11407 3908 11.1 6.48 898 307 992 465 0.849 17.3 0.562

9449 3127 9.28 5.34 850 299 977 456 0.85 10.2 0.318

7618 2537 9.18 5.3 706 246 799 374 0.853 11.9 0.25

6125 2065 8.96 5.2 584 201 656 305 0.846 14.1 0.197

5259 1778 8.91 5.18 510 174 567 264 0.848 15.8 0.167

4568 1548 8.82 5.13 450 152 497 231 0.847 17.7 0.143

2210 706 6.85 3.87 273 91.5 309 140 0.848 13.3 0.0399

1748 560 6.76 3.83 222 73.3 248 112 0.849 16 0.0308

1250 400 6.54 3.7 164 52.6 182 80.2 0.84 20.7 0.0212

3692 1336 8.28 4.98 389 134 429 204 0.842 16.3 0.1085410 1955 9.17 5.51 515 178 568 271 0.842 16.9 0.1947763 2769 10.1 6 675 231 745 352 0.844 16.7 0.329

10455 3668 11 6.5 836 282 920 430 0.848 17 0.51713673 4763 11.9 7 1013 340 1112 518 0.848 18 0.78618263 6310 12.7 7.49 1260 421 1383 641 0.849 17.7 1.222929 6985 13.6 7.49 1479 466 1628 710 0.861 17.6 1.5127693 7436 14.4 7.46 1678 496 1850 756 0.87 17.9 1.8333090 7887 15.2 7.43 1891 526 2088 802 0.876 18.2 2.1845069 8564 16.8 7.34 2311 571 2562 873 0.884 19 2.9563722 9465 18.9 7.29 2896 631 3216 966 0.892 20 4.15

5790 420 11.2 3.02 429 62.2 484 97 0.884 25 0.07088356 604 12.5 3.35 557 80.5 628 125 0.882 26.9 0.126

11767 788 13.7 3.55 713 98.5 804 154 0.883 26.9 0.216266 1043 15 3.79 904 123 1019 191 0.884 27.4 0.31523128 1318 16.5 3.95 1156 146 1307 229 0.882 28.1 0.49233743 1676 18.5 4.12 1500 176 1702 276 0.878 30 0.794

Unregistered Copy

Torsional Area

Constant of

Inertia Section

J A

cm4 cm2

1734 494

1193 437

926 368

626 323

422 286

291 256

514 289

306 247

221 224

404 251

267 220

159 187

119 171

308 217

220 194

169 178

116 159

785 303

340 228

200 190

216 178

154 159

111 144

77 129

178 155

126 139

101 129

75.7 117

51.5 105

121 125

90.7 114

69.2 104

51.8 94.6

37.1 85.5

89.2 105

65.9 94.5

47.7 85.6

33.8 76.2

21.4 66.6

62.8 94.5

46.1 85.5

33.3 76.5

23.1 69

19 58.6

10.7 49.7

55.7 85.5

33.4 72.6

23.8 64.9

15.8 57.3

15.1 49.8

8.79 42.1

34.8 68.8

22.2 58.7

14.7 51.3

31.8 61.2

21.1 53.4

14.8 47.2

12.2 41.8

7.4 35.9

4.77 31.6

23.9 54.8

15.3 47.2

8.55 39.7

9.57 36.1

6.42 32

4.15 28

10.3 38.2

5.96 32

7.02 29.4

4.41 24.3

3.56 20.3

2.85 16.5

4299 620

3185 557

2330 500

1718 445

1264 400

835 347

582 317

390 283

Unregistered Copy

Torsional Area

Constant of

Inertia Section

J A

cm4 cm2

13723 808

9240 702

5808 595

3545 501

2343 433

1441 366

812 299

558 257

381 226

251 195

153 164

2034 360

1271 306

734 252

378 201

249 174

161 150

91.2 123

626 213

319 168

172 136

102 113

57.6 93.1

137 110

80.2 90.4

47.2 76.4

31.8 66.3

22.2 58.7

19.2 47.1

10.5 38.3

4.63 29.2

11079

11880

14100

15720

16720

17319

19319

22199

21 53.828.6 64.342.1 76.854.2 86.863.5 97.387.8 113112 124131 133153 143193 159250 178

15.9 45.919.9 53.828.1 62.637.4 72.751.3 84.566.7 98.8

of 351

AGIP KAZAKHSTAN NORTH CASPIAN OPERATING COMPANYKASHAGAN FIELD DEVELOPMENT EXPERIMENTAL PROGRAMPROJECT NO. : JI-176

SUBJECT :

Calculation for Beam To Column Web Shear connection

Maximum joint capacity has been calculated for combined action of vertical shear & axial load in beam causing horizontal shear in bolt. No lateral load perpendicular to beam has been considered.

1.0 Supported Beam : = UB 305x165x40

2.0 Beam Properties :

2.1 Area A = 51.32.2 Depth of web h = 303.4 mm2.3 Thickness of web tw = 6 mm

2.4 Shear Area As = 1820.4

3.0 Choice of Bolt :3.1 Nos. N = 43.2 Nom. Diametre d = 20 mm3.3 Hole Diametre = 22 mm3.4 Class = 8.8 As per BS 3692:2001

3.5 Shear area = 2453.6 Spacing (c/c) = 55 mm

3.7 Sectional area = 314.2

3.8 Tensile stress area = = 2453.9 Edge dist.(e) = 40 mm

4.0 Connecting Plates Cover plate thk. = 8 mm

Design strength : (As per BS 5950-1-2000)

= 375

= 550

= 1000

= 355

5.0 Design Force :

5.1 Vertical Shear = 232 kN60 % of Shear Capacity of Section

5.2 Axial Load = 120 kN

5.3 Resultant shear = = 261.2 KN

6.0 Check Bolt Group Capacities :

6.1 Capacity in Shear :

6.1.1 Capacity in single shear for bolt group = 367.5 kN

6.1.2 Capacity in double shear for bolt group = 735 kN

cm2

mm2

mm2

mm2

mm2

tp

bolt strength in shear ps N/mm2

strength in bearing for connected part pbs N/mm2

strength in bearing capacity of bolt pbb N/mm2

design strength py N/mm2

SQRT.((Vert. Shear)^2 + (Axial Load)^2 )

of 351


SUBJECT :


6.1.3 Ref.6.2.4Capacity in block shear pr = 0.6pyt[Lv + Ke(Lt - KDt)]

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SUBJECT :


7.0

7.1 Thk. of cover plate = lesser of cover plate and beam web t 6 mm7.2 length of shear face Lv = 205 mm7.3 0.5 for single line bolt,0.25 for two lines K = 0.5

7.4 length of tension face = 40 mm

7.5 net area coefficient = 1.1 (Ref. Cl. 3.4.3)7.6 So pr = 302.8 KN

8.0 Capacity in Bearing :8.1 For Connecting parts :

8.1.1 Capacity in bearing ( where t shall be taken as thk. of lesser of cover plate and beam web )

8.1.2 = 1 Ref. Cl. 6.3.3.3 BS 5950-1:2000

8.1.3 = 264 kN (for bolt group)

8.2 For bolt group :

8.2.1 = 480 kN=

8.2.2 Design Capacity of bolt group = 264 > Resultant Shear ….o.k

9.0 Check for thickness of coverplate :

9.1 Area of cover plate shall be greater than the shear area of the section.

9.2 Shear area of the section = 1820.4(Refer beam properties above)

9.3 Required thickness of plate = Shear area of section / 2 x depth of each cover plate9.4 Required depth of cover plate (nos of bolt spaces x bolt spacing) + 2x(edge distances)

= 245 = 3.7 mm < thk. provided … o.k

9.5 Provide cover plate of size 245 X 8 thk.

Lt

Ke

Pbs = kbs.d.t.pbs but < 0.5kbse.t.pbs

kbs

Pbs

Capacity of bolt group Pbb = n.d.tw.pbb

mm2

of 351


SUBJECT :


of 351


SUBJECT :

BEAM TO COLUMN & BEAM TO BEAM SHEAR CONNECTION

of 351


SUBJECT :

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SUBJECT :

C O N T E N T S

SL. NO. DESCRIPTION PAGE NOS.

TYPE - 1 : BEAM TO COLUMN WEB - COVER PLATE

1 SC1/1 Beam UB305X165X40 To Column Web2 SC2/1 Beam UB356X171X51 To Column Web3 SC3/1 Beam UB406X178X67 To Column Web4 SC4/1 Beam UB457X191X74 To Column Web5 SC5/1 Beam UB533X210X82 To Column Web6 SC6/1 Beam UB533X210X92 To Column Web7 SC7/1 Beam UB610X229X113 To Column Web8 SC8/1 Beam UB610X229X125 To Column Web9 SC9/1 Beam UB610X305X149 To Column Web

10 SC10/1 Beam UB610X305X179 To Column Web

TYPE - 2 : BEAM TO COLUMN FLANGE - END PLATE

11 SC1/2 Beam UB305X165X40 To Column Flange12 SC2/2 Beam UB356X171X51 To Column Flange13 SC3/2 Beam UB406X178X67 To Column Flange14 SC4/2 Beam UB457X191X74 To Column Flange15 SC5/2 Beam UB533X210X82 To Column Flange16 SC6/2 Beam UB533X210X92 To Column Flange17 SC7/2 Beam UB610X229X113 To Column Flange18 SC8/2 Beam UB610X229X125 To ColumnFlange19 SC9/2 Beam UB610X305X149 To Column Flange20 SC10/2 Beam UB610X305X179 To Column Flange

TYPE - 3 : BEAM TO BEAM WEB - END PLATE (Supported Member Notched At One/Both End)

21 SC1/3 Beam UB305X165X40 To Beam UB305X165X4022 SC2/3 Beam UB356X171X51 To Beam UB305X165X4023 SC3/3 Beam UB406X178X67 To Beam UB305X165X4024 SC4/3 Beam UB457X191X74 To Beam UB406X178X6725 SC6/3 Beam UB533X210X82 To Beam UB457X191X74

TYPE - 4 : BEAM TO BEAM WEB - END PLATE (Without Notching Of Supported Member)

26 SC11/4 Beam UCX152X152X23 To Beam Web27 SC12/4 Beam UCX152X152X30 To Beam Web

Connection No.

of 351


SUBJECT :

AGIP KAZAKHSTAN NORTH CASPIAN OPERATING COMPANYKASHAGAN FIELD DEVELOPMENT EXPERIMENTAL PROGRAM

PROJECT NO. : JI-176SUBJECT :

APPENDIX - 3 : SHEAR CONNECTION

BEAM TO COLUMN WEB (TYPE - 1)

of 351


SUBJECT :


Maximum joint capacity has been calculated for combined action of vertical shear & axial load in beam causing horizontal shear in bolt. No lateral load perpendicular to beam has been considered.Refer drawing no. KE01-A1-000-PF-C-DD-0081-001 for arrangement detail.

1.0 Supported Beam : = HE 220 A


2.1 Area A = 64.32.2 Depth of web h = 210 mm2.3 Thickness of web tw = 7 mm

2.4 Shear Area As = 1470

3.0 Bolt Details :3.1 Nos. N = 2 (on each side)3.2 Nom. Diameter d = 20 mm3.3 Hole Diameter = 22 mm3.4 Class = 8.8 As per BS 3692:2001






= 375 Ref. Table 30, BS 5950-1:2000

= 460 Ref. Table 31, BS 5950-1:2000

= 1000 Ref. Table 32, BS 5950-1:2000

= 265 Ref. Table 9, BS 5950-1:2000

5.0 Design Force :







6.1.2 Capacity in double shear for bolt group = 367.5 kN

cm2

mm2

mm2

mm2

mm2

tp

Bolt strength in shear ps N/mm2

Strength in bearing for connected part pbs N/mm2

Strength in bearing capacity of bolt pbb N/mm2

Material design strength py N/mm2


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SUBJECT :


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SUBJECT :


6.1.3 Block shear : Refer clause 6.2.4 of BS 5950-1:2000,Block shear failure is not consideredsince in stub type connection no notch is made in stub and thus web is not free at top.



7.1.2 = 1 Ref. Cl. 6.3.3.3 BS 5950-1:2000

7.1.3 = 112.7 kN (for bolt group)


7.2.1 = 280 kN=

7.2.2 Design Capacity of bolt group = 112.7 > Resultant Shear ….o.k



8.2 Shear area of the section = 1470(Refer beam properties above)





kbs

Pbs


mm2

of 351


SUBJECT :


of 351


SUBJECT :





2.1 Area A = 76.82.2 Depth of web h = 230 mm2.3 Thickness of web tw = 7.5 mm








= 375 Ref. Table 30, BS 5950-1:2000

= 460 Ref. Table 31, BS 5950-1:2000

= 1000 Ref. Table 32, BS 5950-1:2000

= 265 Ref. Table 9, BS 5950-1:2000

5.0 Design Force :








cm2

mm2

mm2

mm2

mm2

tp






of 351


SUBJECT :


of 351


SUBJECT :





7.1.2 = 1 Ref. Cl. 6.3.3.3 BS 5950-1:2000



7.2.1 = 300 kN=









kbs

Pbs


mm2

of 351


SUBJECT :


of 351


SUBJECT :













= 375 Ref. Table 30, BS 5950-1:2000

= 460 Ref. Table 31, BS 5950-1:2000

= 1000 Ref. Table 32, BS 5950-1:2000

= 265 Ref. Table 9, BS 5950-1:2000

5.0 Design Force :








cm2

mm2

mm2

mm2

mm2

tp






of 351


SUBJECT :


of 351


SUBJECT :





7.1.2 = 1 Ref. Cl. 6.3.3.3 BS 5950-1:2000



7.2.1 = 300 kN=









kbs

Pbs


mm2

of 351


SUBJECT :


of 351


SUBJECT :













= 375 Ref. Table 30, BS 5950-1:2000

= 460 Ref. Table 31, BS 5950-1:2000

= 1000 Ref. Table 32, BS 5950-1:2000

= 265 Ref. Table 9, BS 5950-1:2000

5.0 Design Force :








cm2

mm2

mm2

mm2

mm2

tp






of 351


SUBJECT :


of 351


SUBJECT :





7.1.2 = 1 Ref. Cl. 6.3.3.3 BS 5950-1:2000



7.2.1 = 480 kN=









kbs

Pbs


mm2

of 351


SUBJECT :


of 351


SUBJECT :



1.0 Supported Beam : = IPE 270










= 375 Ref. Table 30, BS 5950-1:2000

= 460 Ref. Table 31, BS 5950-1:2000

= 1000 Ref. Table 32, BS 5950-1:2000

= 265 Ref. Table 9, BS 5950-1:2000

5.0 Design Force :








cm2

mm2

mm2

mm2

mm2

tp






of 351


SUBJECT :


of 351


SUBJECT :





7.1.2 = 1 Ref. Cl. 6.3.3.3 BS 5950-1:2000



7.2.1 = 396 kN=









kbs

Pbs


mm2

of 351


SUBJECT :


of 351


SUBJECT :













= 375 Ref. Table 30, BS 5950-1:2000

= 460 Ref. Table 31, BS 5950-1:2000

= 1000 Ref. Table 32, BS 5950-1:2000

= 265 Ref. Table 9, BS 5950-1:2000

5.0 Design Force :








cm2

mm2

mm2

mm2

mm2

tp






of 351


SUBJECT :


of 351


SUBJECT :





7.1.2 = 1 Ref. Cl. 6.3.3.3 BS 5950-1:2000



7.2.1 = 426 kN=









kbs

Pbs


mm2

of 351


SUBJECT :


of 351


SUBJECT :













= 375 Ref. Table 30, BS 5950-1:2000

= 460 Ref. Table 31, BS 5950-1:2000

= 1000 Ref. Table 32, BS 5950-1:2000

= 265 Ref. Table 9, BS 5950-1:2000

5.0 Design Force :







6.1.2 Capacity in double shear for bolt group = 735 kN

cm2

mm2

mm2

mm2

mm2

tp






of 351


SUBJECT :


of 351


SUBJECT :





7.1.2 = 1 Ref. Cl. 6.3.3.3 BS 5950-1:2000



7.2.1 = 640 kN=

7.2.2 Design Capacity of bolt group = 257.6 < Resultant shear …..Revise








kbs

Pbs


mm2

of 351


SUBJECT :


of 351


SUBJECT :













= 375 Ref. Table 30, BS 5950-1:2000

= 460 Ref. Table 31, BS 5950-1:2000

= 1000 Ref. Table 32, BS 5950-1:2000

= 265 Ref. Table 9, BS 5950-1:2000

5.0 Design Force :








cm2

mm2

mm2

mm2

mm2

tp






of 351


SUBJECT :


of 351


SUBJECT :





7.1.2 = 1 Ref. Cl. 6.3.3.3 BS 5950-1:2000



7.2.1 = 860 kN=









kbs

Pbs


mm2

of 351


SUBJECT :





BEAM TO COLUMN FLANGE (TYPE - 2)

52+96/180

of 351

AGIP KAZAKHSTAN NORTH CASPIAN OPERATING COMPANY

KASHAGAN FIELD DEVELOPMENT EXPERIMENTAL PROGRAM

PROJECT NO. : JI-176

SUBJECT :

Calculation for Beam To Column Flange Shear connection

A. DESIGN LOAD

MEMBER PROFILE BEAM : HE 220 A COLUMN: VARIES

B = 220.0 mm

B D = 210.0 mm

T T = 11.0 mm T = 11.0 mm Minimum value of

D h1 t = 7.0 mm flange thickness for

t h1 = 152.0 mm supporting column

(Assumed

Ag = 6430 mm² HE 220A)

1.0 Vertical Shear Load, Fv = 60% shear capacity of beam Steel grade : S275

Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 140 Kn

PLUS

2.0 Horizontal Shear Load, Fh = NOTE:

Force Fh is acting on the

Fh = 32 Kn top flange of beam

PLUS

3.0 Axial Load, T =

T = 100 Kn

B. BEAM TO COLUMN FLANGE CONNECTION - BEARING TYPE

(nos of bolts shown indicative only)

END PLATE

BEAM W

Fh = 32 Kn

P e2

s

LpT = 100 Kn s

e1 e1

COLUMN FLANGE Sg

Fv = ###

Sg = 120 mm BOLT GRADE: 8.8

e1 = 35 mm STRENGTH OF BOLTS IN CLEARANCE HOLES

e2 = 35 mm IN SHEAR = ps = 375 n/mm² TABLE 30

s = 55.0 mm IN TENSION = pt = 560 n/mm² TABLE 34

P = 70 mm BEARING strength of conn. part =pbs = 550 n/mm² TABLE 32

STEEL GRADE:S275

53+96/180

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SUBJECT :


PLATE MATERIAL GRADE: S275

py = 265 n/mm²

54+96/180

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SUBJECT :


End plate thicknes, Tp = 12 mm (assumed) Bolt Diameter, Bd = 20 mm

No. of bolts, Nb = 4 (Total) (assumed) Hole Diameter, Hd = 22 mm

Assuming threads occur in the shear plane, then

the area for resisting shear, As = At

As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION

Ps = ps x At Pt = pt x At

Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR

FORCES ON THE OUTERMOST BOLT

1. DUE TO VERTICAL SHEAR, Fv Fh

Fvb = Fv / Nb

Nb = nos.of bolts E

Nb = 4

Fvb = 35 Kn1 x s

1. DUE TO HORIZ. SHEAR, FvY

Fhb = Fh / Nb Fmh+Fhb

8 Kn

Fs

2. DUE TO MOMENT Fvb+Fmv E = 98 mm

Mw = Fh x E = 3120 Kn-mm X

Fmh = Mw x Y / Ib

Fmv = Mw x X / Ib Y = 28 mm y1 = 27.5 mm

Ib = second moment of area of bolt group X = 60 mm y2 = 0 mm

Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 17425 y4 = 0 mm

Fmh = 5 Kn y5 = 0 mm

Fmv = 11 Kn y6 = 0 mm

3. VECTORIAL SUM OF THE FORCES ON OUTER ROW OF BOLTS

Fs = SQRT [ ( Fmh+Fhb )² + ( Fvb+Fmv )² ]

Fs = 48 Kn

b. TENSION

Ft = T / Nb

Ft = 25.0 Kn

c. COMBINED SHEAR & TENSION 6.3.4.4

For the more exact method

Fs / Ps + Ftot / Pt <= 1.4 Ftot = Ft + Q For magnitude of

0.52 + 0.32 <= 1.4 Ftot = 43 Kn Q refer page 3 of 4

0.83 <= 1.4 OK SAFE!

d. BEARING

The bearing capacity, Pbs, of the connected ply should be

taken as:

Pbs = Bd x t x pbs =< 0.5 x e2 x t x pbs 6.3.3.3

t = min.thickness ( end plate, FLANGE of COLUMN )

t = 11.0 mm

55+96/180

of 351




SUBJECT :


Bd x t x pbs = 121.0 Kn

0.5 x e2 x t x pbs = 105.9 Kn

Pbs = 105.9 Kn > Fs = 48 Kn OK SAFE!

USE 4-M20 BOLTS Grade 8.8

56+96/180

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SUBJECT :


D. CHECK FOR END PLATE

For adequate robustness, the end plate Lp should have a minimum depth of about 0.6 of the supported beam ( BEAM A )

Depth between fillets of the supported beam,

d = h1 = 152.0 mm

0.6D = 126 mm

assume, Lp = 125 mm

assume, W = 190 mm

END PLATE STRENGTH

1. SHEAR CAPACITY OF THE END PLATE

Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1350 mm² 4.2.3 ( h )

Pvp = 214.65 Kn

Shear Force, Fv = 140 Kn < Pvp= 214.7 Kn OK SAFE!

2Ft

FILLET WELD

2. TENSION CAPACITY OF THE END PLATE

t35

Ft+Q Ft+Q

35

1 x sTp

Q Q

m C

35 Sg

From the figure, Mr Mr

Ft = applied tension per bolt

Q = calculated prying force per bolt

Mr = moment at the root face

Mb = moment at bolt center Mb Mb

c = ( Sg - t - 2Sw ) / 2 DOUBLE CURVATURE BENDING

Sw = fillet weld size

Sw(max) = min.( Tp , t ) = 7.0 mm

use, Sw = 6 mm e1 = ( W - Sg ) / 2

c = 50.500 mm > e2= 35 mm e1 = 35 mm

use, c = 35 mm

3. DESIGN OF END PLATE THICKNESS

Max bolt tension = 25.0 kN

437.5 kN-mm

437.5 kN-mm

ADDITIONAL TENSION PER BOLT DUE TO PRYING ACTION, Q

Q = Mb/e1

where, n= distance from centreline of bolt to prying force (n)

e1 = edge distance but less than 2* thickness of plate 3.4.3

= 24.000 mm

Q= 18.229 kN add this to tension per bolt

Considering equal moment at bolt line & root of fillet weld with web Mr =Ft .c/2

Therefore, Mb =

57+96/180

of 351




SUBJECT :


= 525 kN-mm (eff. Depth = min. of (e2+s/2) or s)

> Mb, Hence end plate thickness. is o.k

Moment capacity of end plate, Mep= py.(eff width).(plate thk.)2 / 4

58+96/180

of 351




SUBJECT :


E. WELD STRENGTH

Try 6 mm fillet welds

Design strength pw = 220 n/mm² Table 37

Throat size, ts = 0.7 Sw

ts = 4.2 mm

1. LONGITUDINAL SHEAR CAPACITY OF WEB WELD

Effective length of weld, Lw

Lw = 2 ( Lp )= 2 ( L2 )

Lw = 250 mm

pw ( Lp x ts ) = 231 Kn > FL = 140 Kn OK SAFE!

2. TENSION CAPACITY OF WEB WELD = Calclated as per clause 6.8.7.3 of BS 5950-1 : 2000

100 kN L1

(symbols as per BS 5950-1:2000)

45

where k = 1.25 288.75 kN

0.4885 < 1.0 Hence o.k. L2

USE 6 mm FILLET WELD

LONGL. SHEAR CAP. OF WEB WELD (PL) =

Tension on web weld, FT =

Tranverse capacity of weld, PT = K. PL

Angle of inclination of FT with throat of weld =

Therefore, PT =

Therefore, Relationship (FL/PL)2 + (FT/PT)2 =

59+96/180

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SUBJECT :


60+96/180

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SUBJECT :


A. DESIGN LOAD


B = 240.0 mm

B D = 230.0 mm




(Assumed

Ag = 7680 mm² HE 220A)


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 165 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



END PLATE

BEAM W

Fh = 32 Kn

P e2

s

LpT = 100 Kn s

e1 e1

COLUMN FLANGE Sg

Fv = ###






STEEL GRADE:S275

61+96/180

of 351




SUBJECT :



py = 265 n/mm²

62+96/180

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SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR



Fvb = Fv / Nb

Nb = nos.of bolts E

Nb = 4

Fvb = 41 Kn1 x s



8 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 17425 y4 = 0 mm


Fmv = 11 Kn y6 = 0 mm



Fs = 54 Kn

b. TENSION

Ft = T / Nb

Ft = 25.0 Kn





0.90 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 11.0 mm

63+96/180

of 351




SUBJECT :



0.5 x e2 x t x pbs = 105.9 Kn



64+96/180

of 351




SUBJECT :





d = h1 = 164.0 mm

0.6D = 138 mm

assume, Lp = 125 mm

assume, W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1350 mm² 4.2.3 ( h )

Pvp = 214.65 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

35

1 x sTp

Q Q

m C

35 Sg








Sw(max) = min.( Tp , t ) = 7.5 mm

use, Sw = 6 mm e1 = ( W - Sg ) / 2

c = 50.250 mm > e2= 35 mm e1 = 35 mm

use, c = 35 mm



437.5 kN-mm

437.5 kN-mm


Q = Mb/e1



= 24.000 mm



Therefore, Mb =

65+96/180

of 351




SUBJECT :





66+96/180

of 351




SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm



Lw = 2 ( Lp )= 2 ( L2 )

Lw = 250 mm



100 kN L1


45

where k = 1.25 288.75 kN

0.6275 < 1.0 Hence o.k. L2






Therefore, PT =


67+96/180

of 351




SUBJECT :


68+96/180

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SUBJECT :


A. DESIGN LOAD


B = 260.0 mm

B D = 250.0 mm




(Assumed

Ag = 8680 mm² HE 220A)


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 179 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



END PLATE

BEAM W

Fh = 32 Kn

P e2

s

LpT = 100 Kn s

e1 e1

COLUMN FLANGE Sg

Fv = ###






STEEL GRADE:S275

69+96/180

of 351




SUBJECT :



py = 265 n/mm²

70+96/180

of 351




SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR



Fvb = Fv / Nb

Nb = nos.of bolts E

Nb = 4

Fvb = 45 Kn1 x s



8 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 17425 y4 = 0 mm


Fmv = 11 Kn y6 = 0 mm



Fs = 58 Kn

b. TENSION

Ft = T / Nb

Ft = 25.0 Kn





0.94 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 11.0 mm

71+96/180

of 351




SUBJECT :



0.5 x e2 x t x pbs = 105.9 Kn



72+96/180

of 351




SUBJECT :





d = h1 = 177.0 mm

0.6D = 150 mm

assume, Lp = 125 mm

assume, W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1350 mm² 4.2.3 ( h )

Pvp = 214.65 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

35

1 x sTp

Q Q

m C

35 Sg








Sw(max) = min.( Tp , t ) = 7.5 mm

use, Sw = 6 mm e1 = ( W - Sg ) / 2

c = 50.250 mm > e2= 35 mm e1 = 35 mm

use, c = 35 mm



437.5 kN-mm

437.5 kN-mm


Q = Mb/e1



= 24.000 mm



Therefore, Mb =

73+96/180

of 351




SUBJECT :





74+96/180

of 351




SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm



Lw = 2 ( Lp )= 2 ( L2 )

Lw = 250 mm



100 kN L1


45

where k = 1.25 288.75 kN

0.7196 < 1.0 Hence o.k. L2






Therefore, PT =


75+96/180

of 351




SUBJECT :


76+96/180

of 351




SUBJECT :


A. DESIGN LOAD


B = 280.0 mm

B D = 270.0 mm




(Assumed

Ag = 9730 mm² HE 220A)


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 206 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



END PLATE

BEAM W

Fh = 32 Kn

P e2

s

LpT = 100 Kn s

e1 e1

COLUMN FLANGE Sg

Fv = ###






STEEL GRADE:S275

77+96/180

of 351




SUBJECT :



py = 265 n/mm²

78+96/180

of 351




SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR



Fvb = Fv / Nb

Nb = nos.of bolts E

Nb = 6

Fvb = 34 Kn2 x s



5 Kn

Fs



Fmh = Mw x Y / Ib


Ib = second moment of area of bolt group X = 60 mm y2 = 82.5 mm

Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 51850 y4 = 0 mm


Fmv = 5 Kn y6 = 0 mm



Fs = 41 Kn

b. TENSION

Ft = T / Nb

Ft = 16.7 Kn





0.65 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 11.0 mm

79+96/180

of 351




SUBJECT :



0.5 x e2 x t x pbs = 105.9 Kn



80+96/180

of 351




SUBJECT :





d = h1 = 196.0 mm

0.6D = 162 mm

assume, Lp = 180 mm

assume, W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1944 mm² 4.2.3 ( h )

Pvp = 309.096 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

35

2 x sTp

Q Q

m C

35 Sg








Sw(max) = min.( Tp , t ) = 8.0 mm

use, Sw = 6 mm e1 = ( W - Sg ) / 2

c = 50.000 mm > e2= 35 mm e1 = 35 mm

use, c = 35 mm



291.6667 kN-mm

291.667 kN-mm


Q = Mb/e1



= 24.000 mm



Therefore, Mb =

81+96/180

of 351




SUBJECT :





82+96/180

of 351




SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm



Lw = 2 ( Lp )= 2 ( L2 )

Lw = 360 mm

pw ( Lp x ts ) = 332.64 Kn > FL = 206 Kn OK SAFE!


100 kN L1


45

where k = 1.25 415.80 kN

0.4416 < 1.0 Hence o.k. L2






Therefore, PT =


83+96/180

of 351




SUBJECT :


84+96/180

of 351




SUBJECT :


A. DESIGN LOAD

MEMBER PROFILE BEAM : IPE 270 COLUMN: VARIES

B = 135.0 mm

B D = 270.0 mm




(Assumed

Ag = 4590 mm² HE 220A)


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 170 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



END PLATE

BEAM W

Fh = 32 Kn

P e2

s

LpT = 100 Kn s

e1 e1

COLUMN FLANGE Sg

Fv = ###






STEEL GRADE:S275

85+96/180

of 351




SUBJECT :



py = 265 n/mm²

86+96/180

of 351




SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR



Fvb = Fv / Nb

Nb = nos.of bolts E

Nb = 6

Fvb = 28 Kn2 x s



5 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 51850 y4 = 0 mm





Fs = 34 Kn

b. TENSION

Ft = T / Nb

Ft = 16.7 Kn





0.58 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 11.0 mm

87+96/180

of 351




SUBJECT :



0.5 x e2 x t x pbs = 105.9 Kn



88+96/180

of 351




SUBJECT :





d = h1 = 219.6 mm

0.6D = 162 mm

assume, Lp = 180 mm

assume, W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1944 mm² 4.2.3 ( h )

Pvp = 309.096 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

35

2 x sTp

Q Q

m C

35 Sg








Sw(max) = min.( Tp , t ) = 6.6 mm

use, Sw = 6 mm e1 = ( W - Sg ) / 2

c = 50.700 mm > e2= 35 mm e1 = 35 mm

use, c = 35 mm



291.6667 kN-mm

291.667 kN-mm


Q = Mb/e1



= 24.000 mm



Therefore, Mb =

89+96/180

of 351




SUBJECT :





90+96/180

of 351




SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm



Lw = 2 ( Lp )= 2 ( L2 )

Lw = 360 mm



100 kN L1


45

where k = 1.25 415.80 kN

0.319 < 1.0 Hence o.k. L2






Therefore, PT =


91+96/180

of 351




SUBJECT :


92+96/180

of 351




SUBJECT :


A. DESIGN LOAD


B = 150.0 mm

B D = 300.0 mm




(Assumed

Ag = 5380 mm² HE 220A)


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 203 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



END PLATE

BEAM W

Fh = 32 Kn

P e2

s

LpT = 100 Kn s

e1 e1

COLUMN FLANGE Sg

Fv = ###






STEEL GRADE:S275

93+96/180

of 351




SUBJECT :



py = 265 n/mm²

94+96/180

of 351




SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR



Fvb = Fv / Nb

Nb = nos.of bolts E

Nb = 6

Fvb = 34 Kn2 x s



5 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 51850 y4 = 0 mm





Fs = 39 Kn

b. TENSION

Ft = T / Nb

Ft = 16.7 Kn





0.64 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 11.0 mm

95+96/180

of 351




SUBJECT :



0.5 x e2 x t x pbs = 105.9 Kn



96+96/180

of 351




SUBJECT :





d = h1 = 248.6 mm

0.6D = 180 mm

assume, Lp = 180 mm

assume, W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1944 mm² 4.2.3 ( h )

Pvp = 309.096 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

35

2 x sTp

Q Q

m C

35 Sg








Sw(max) = min.( Tp , t ) = 7.1 mm

use, Sw = 6 mm e1 = ( W - Sg ) / 2

c = 50.450 mm > e2= 35 mm e1 = 35 mm

use, c = 35 mm



291.6667 kN-mm

291.667 kN-mm


Q = Mb/e1



= 24.000 mm



Therefore, Mb =

97+96/180

of 351




SUBJECT :





98+96/180

of 351




SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm



Lw = 2 ( Lp )= 2 ( L2 )

Lw = 360 mm



100 kN L1


45

where k = 1.25 415.80 kN

0.431 < 1.0 Hence o.k. L2






Therefore, PT =


99+96/180

of 351




SUBJECT :


100+96/180

of 351




SUBJECT :


A. DESIGN LOAD


B = 170.0 mm

B D = 360.0 mm




(Assumed

Ag = 7270 mm² HE 220A)


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 275 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



END PLATE

BEAM W

Fh = 32 Kn

P e2

s

LpT = 100 Kn s

e1 e1

COLUMN FLANGE Sg

Fv = ###






STEEL GRADE:S275

101+96/180

of 351




SUBJECT :



py = 265 n/mm²

102+96/180

of 351




SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR



Fvb = Fv / Nb

Nb = nos.of bolts E

Nb = 6

Fvb = 46 Kn2 x s



5 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 51850 y4 = 0 mm





Fs = 51 Kn

b. TENSION

Ft = T / Nb

Ft = 16.7 Kn





0.77 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 11.0 mm

103+96/180

of 351




SUBJECT :



0.5 x e2 x t x pbs = 105.9 Kn



104+96/180

of 351




SUBJECT :





d = h1 = 298.6 mm

0.6D = 216 mm

assume, Lp = 180 mm

assume, W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1944 mm² 4.2.3 ( h )

Pvp = 309.096 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

35

2 x sTp

Q Q

m C

35 Sg








Sw(max) = min.( Tp , t ) = 8.0 mm

use, Sw = 6 mm e1 = ( W - Sg ) / 2

c = 50.000 mm > e2= 35 mm e1 = 35 mm

use, c = 35 mm



291.6667 kN-mm

291.667 kN-mm


Q = Mb/e1



= 24.000 mm



Therefore, Mb =

105+96/180

of 351




SUBJECT :





106+96/180

of 351




SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm



Lw = 2 ( Lp )= 2 ( L2 )

Lw = 360 mm



100 kN L1


45

where k = 1.25 415.80 kN

0.7401 < 1.0 Hence o.k. L2






Therefore, PT =


107+96/180

of 351




SUBJECT :


108+96/180

of 351




SUBJECT :


A. DESIGN LOAD


B = 180.0 mm

B D = 400.0 mm




(Assumed

Ag = 8450 mm² HE 220A)


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 328 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



END PLATE

BEAM W

Fh = 32 Kn

P e2

s

LpT = 100 Kn s

e1 e1

COLUMN FLANGE Sg

Fv = ###






STEEL GRADE:S275

109+96/180

of 351




SUBJECT :



py = 265 n/mm²

110+96/180

of 351




SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR



Fvb = Fv / Nb

Nb = nos.of bolts E

Nb = 6

Fvb = 55 Kn2 x s



5 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 42400 y4 = 0 mm





Fs = 60 Kn

b. TENSION

Ft = T / Nb

Ft = 16.7 Kn





0.86 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 11.0 mm

111+96/180

of 351




SUBJECT :



0.5 x e2 x t x pbs = 105.9 Kn



112+96/180

of 351




SUBJECT :





d = h1 = 331.0 mm

0.6D = 240 mm

assume, Lp = 180 mm

assume, W = 160 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1944 mm² 4.2.3 ( h )

Pvp = 309.096 Kn

Shear Force, Fv = 328 Kn > Pvp= 309.1 Kn NOT SAFE!

2Ft

FILLET WELD


t35

Ft+Q Ft+Q

35

2 x sTp

Q Q

m C

35 Sg








Sw(max) = min.( Tp , t ) = 8.6 mm

use, Sw = 6 mm e1 = ( W - Sg ) / 2

c = 34.700 mm < e2= 35 mm e1 = 35 mm

use, c = 35 mm



289.1667 kN-mm

289.167 kN-mm


Q = Mb/e1



= 24.000 mm



Therefore, Mb =

113+96/180

of 351




SUBJECT :





114+96/180

of 351




SUBJECT :


E. WELD STRENGTH




ts = 5.6 mm



Lw = 2 ( Lp )= 2 ( L2 )

Lw = 360 mm



100 kN L1


45

where k = 1.25 554.40 kN

0.58 < 1.0 Hence o.k. L2






Therefore, PT =


115+96/180

of 351




SUBJECT :





BEAM TO BEAM WEB (TYPE - 3)

117+37/180

of 351




SUBJECT :

Calculation for Beam To Beam Web Shear connection (with notching of supported member)

A. DESIGN LOAD

MEMBER PROFILE BEAM A : HE 220 A BEAM B: HE 220 A

B = 220.0 mm B = 220.0 mm

B D = 210.0 mm D = 210.0 mm

T T = 11.0 mm T = 11.0 mm

D h1 t = 7.0 mm t = 7.0 mm

t h1 = 152.0 mm h1 = 152.0 mm

k = 29.0 mm k = 29.0 mm

Ag = 6430 mm² Ag = 6430 mm²

1.0 Vertical Shear Load, Fv = 60% shear capacity of supporting beam 'B' Steel grade : S275

Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 60 Kn

PLUS

2.0 Horizontal Shear Load, Fh = NOT APPLICABLE NOTE:

Fh = NOT APPLICABLE Force Fh is acting on the


PLUS

3.0 Axial Load, T =

T = 100 Kn

B. CONNECTION - BEARING TYPE

(nos of bolts shown indicative only) END PLATE

a BEAM A W

Fh = 0 Kn

C1 P e2s

Lp( D-b ) T = 100 Kn s

C2 e2

e1 e1

BEAM B Sg

Fv = 60 Kn

Sg = 120 mm a = 120 mm BOLT GRADE: 8.8



s = 55 mm IN TENSION = pt = 560 n/mm² TABLE 34

P = 70 mm IN BEARING with conn. part = pbs = 550 n/mm² TABLE 32

C1 = 30 mm

C2 = 30 mm STEEL GRADE: S275


py = 275 n/mm²

118+37/180

of 351




SUBJECT :


119+37/180

of 351




SUBJECT :



No. of bolts, Nb = 4 (assumed) Hole Diameter, Hd = 22 mm



As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR Fh


1. DUE TO VERTICAL SHEAR, Fv E

Fvb = Fv / Nb1 x s

Nb = nos.of boltsY

Nb = 4 Fmh

Fvb = 15 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 17425 y4 = 0 mm




Fs = SQRT [ ( Fmh )² + ( Fvb+Fmv )² ]

Fs = 15 Kn

b. TENSION

Ft = T / Nb

Ft = 25.0 Kn



(Check for double shear since two members (Beam 1) are meeting on Beam 2 at same location)

Fs / Ps + Ftot / Pt <= 1.4 Ftot = Ft + Q

0.08 + 0.33 <= 1.4 Ftot = 45.8 Kn

0.42 <= 1.4 OK SAFE!

d. BEARING


taken as:


t = min.thickness ( end plate, web of BEAM 2 )

t = 7.0 mm

120+37/180

of 351




SUBJECT :



0.5 x e2 x t x pbs = 77.0 Kn

Pbs = 77.0 Kn > Fs = 30 Kn (2*Fs) OK SAFE!

SINCE Pbs > Fs, no need to weld plate on BEAM 2 web


121+37/180

of 351




SUBJECT :




d = h1 = 152.0 mm

Lp = 135 mm

W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1458 mm² 4.2.3 ( h )

Pvp = 240.57 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

40

1 x sTp

Q Q

m C

40 Sg








Sw = min.( Tp , t ) = 4.2 mm

use, Sw = 6 mm m = ( W - Sg ) / 2

c = 50.5 mm > e2= 40 mm m = 35 mm

use, c = 40 mm



Moment at root of filletweld with web (Mb) 0.5 kN-m


Q = Mb/n


= edge distance but less than 2* thickness of plate 3.4.3

= 0.024


122+37/180

of 351




SUBJECT :


= 0.545 kN-m (eff. Depth = min. of (e2+s/2) or s/2)


Moment capacity of end plate, Mep=py.(eff width).(plate thk.)2 / 4

123+37/180

of 351




SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm Lw

1. SHEAR CAPACITY OF WEB WELD


Lw = 2 ( Lp ) WELD LINE

Lw = 270 mm

SHEAR CAPACITY OF WEB WELD = pw ( Lp x ts ) = 249.48 Kn > 60 Kn OK SAFE!

2. TENSION CAPACITY OF WEB WELD = 2 Le a pw

Lw = 2ee + (n-1)Pe

ee = e2 but <= c + Hd/2 a =0.7Sw = 4.2 mm

ee = 35 mm ( n-1 ) = 1

Pe = s but <= 2c+Hd

Pe = 55 mm

Lw = 250 mm

TENSION CAPACITY OF WEB WELD = 462 Kn > 100.0 Kn OK SAFE!


F. CAPACITY OF BEAM WEB AT THE END PLATE

1. SHEAR CAPACITY OF THE SUPPORTED BEAM ( BEAM 1 ) AT THE END

Pvb = 0.6 x py x Av

Av = 0.9 x A = 0.9 x t x Lp = 851 mm²

Pvb = 140.3 Kn > Fv = 60 Kn OK SAFE!

2. TENSION CAPACITY OF BEAM WEB

TENSION CAPACITY OF BEAM WEB = Le x t x py

Effective length, Le = 2ee + (n-1)Pe

ee = e2 but <= c + Hd/2

ee = 35 mm

Pe = s but <= 2c+Hd

Pe = 55 mm

Le = 125 mm

Le x t x py = 240.63 Kn > 100.0 Kn OK SAFE!

3. BENDING STRENGTH OF THE REDUCED BEAM SECTION AT THE NOTCH

Assume the moment capacity of the section,

Mc = py x Z

Z =

Z = 26250 mm³ (Refer calculation below)

Mc = 7.2 Kn-m

Design Moment at the notch,M

M = Fv x a

M = 7.2 Kn-m < Mc = 7.2 Kn OK SAFE!

7.0 find dist. y from bottom

cy = Af y1 + Aw y2 / ( At )

section modulus,mm3

124+37/180

of 351




SUBJECT :


cX X

150.0At = 1050 mm²

yAw = 1050 mm² x1 = 0 mm

0.0 Af = 0 mm² x2 = 75 mm

y1 = 0.00 mm

0.0 y2 = 75.00 mm

125+37/180

of 351




SUBJECT :


y = 75 mm

c = 75 mm

moment of inertia, Ix-x

I x-x = 1968750

section modulus, Z

Z = I x-x / c

Z = 26250 mm³

mm4

126+37/180

of 351




SUBJECT :


127+37/180

of 351




SUBJECT :


A. DESIGN LOAD


B = 240.0 mm B = 220.0 mm

B D = 230.0 mm D = 210.0 mm

T T = 12.0 mm T = 11.0 mm

D h1 t = 7.5 mm t = 7.0 mm

t h1 = 164.0 mm h1 = 152.0 mm

k = 33.0 mm k = 29.0 mm

Ag = 7680 mm² Ag = 6430 mm²


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 58 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



a BEAM A W

Fh = 0 Kn

C1 P e2s

Lp( D-b ) T = 100 Kn s

C2 e2

e1 e1

BEAM B Sg

Fv = 58 Kn






C1 = 35 mm



py = 265 n/mm²

128+37/180

of 351




SUBJECT :


129+37/180

of 351




SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR Fh



Fvb = Fv / Nb1 x s

Nb = nos.of boltsY

Nb = 4 Fmh

Fvb = 15 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 17425 y4 = 0 mm





Fs = 15 Kn

b. TENSION

Ft = T / Nb

Ft = 25.0 Kn





0.08 + 0.33 <= 1.4 Ftot = 45.8 Kn

0.41 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 7.0 mm

130+37/180

of 351




SUBJECT :



0.5 x e2 x t x pbs = 77.0 Kn




131+37/180

of 351




SUBJECT :




d = h1 = 164.0 mm

Lp = 135 mm

W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1458 mm² 4.2.3 ( h )

Pvp = 231.822 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

40

1 x sTp

Q Q

m C

40 Sg








Sw = min.( Tp , t ) = 4.5 mm

use, Sw = 6 mm m = ( W - Sg ) / 2

c = 50.25 mm > e2= 40 mm m = 35 mm

use, c = 40 mm





Q = Mb/n



= 0.024


132+37/180

of 351




SUBJECT :





133+37/180

of 351




SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm Lw




Lw = 270 mm



Lw = 2ee + (n-1)Pe

ee = e2 but <= c + Hd/2 a =0.7Sw = 4.2 mm

ee = 35 mm ( n-1 ) = 1

Pe = s but <= 2c+Hd

Pe = 55 mm

Lw = 250 mm





Pvb = 0.6 x py x Av

Av = 0.9 x A = 0.9 x t x Lp = 911 mm²





ee = e2 but <= c + Hd/2

ee = 35 mm

Pe = s but <= 2c+Hd

Pe = 55 mm

Le = 125 mm




Mc = py x Z

Z =


Mc = 7.0 Kn-m


M = Fv x a



cy = Af y1 + Aw y2 / ( At )

section modulus,mm3

134+37/180

of 351




SUBJECT :


cX X

145.0At = 1088 mm²

yAw = 1088 mm² x1 = 0 mm

0.0 Af = 0 mm² x2 = 73 mm

y1 = 0.00 mm

0.0 y2 = 72.50 mm

135+37/180

of 351




SUBJECT :


y = 73 mm

c = 73 mm


I x-x = 1905390.625

section modulus, Z

Z = I x-x / c

Z = 26281.25 mm³

mm4

136+37/180

of 351




SUBJECT :


137+37/180

of 351




SUBJECT :


A. DESIGN LOAD


B = 240.0 mm B = 240.0 mm

B D = 230.0 mm D = 230.0 mm

T T = 12.0 mm T = 12.0 mm

D h1 t = 7.5 mm t = 7.5 mm

t h1 = 164.0 mm h1 = 164.0 mm

k = 33.0 mm k = 33.0 mm

Ag = 7680 mm² Ag = 7680 mm²


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 65 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



a BEAM A W

Fh = 0 Kn

C1 P e2s

Lp( D-b ) T = 100 Kn s

C2 e2

e1 e1

BEAM B Sg

Fv = 65 Kn






C1 = 35 mm



py = 265 n/mm²

138+37/180

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SUBJECT :


139+37/180

of 351




SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR Fh



Fvb = Fv / Nb1 x s

Nb = nos.of boltsY

Nb = 4 Fmh

Fvb = 16 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 17425 y4 = 0 mm





Fs = 16 Kn

b. TENSION

Ft = T / Nb

Ft = 25.0 Kn





0.09 + 0.33 <= 1.4 Ftot = 45.8 Kn

0.42 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 7.5 mm

140+37/180

of 351




SUBJECT :



0.5 x e2 x t x pbs = 82.5 Kn




141+37/180

of 351




SUBJECT :




d = h1 = 164.0 mm

Lp = 135 mm

W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1458 mm² 4.2.3 ( h )

Pvp = 231.822 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

40

1 x sTp

Q Q

m C

40 Sg








Sw = min.( Tp , t ) = 4.5 mm

use, Sw = 6 mm m = ( W - Sg ) / 2

c = 50.25 mm > e2= 40 mm m = 35 mm

use, c = 40 mm





Q = Mb/n



= 0.024


142+37/180

of 351




SUBJECT :





143+37/180

of 351




SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm Lw




Lw = 270 mm



Lw = 2ee + (n-1)Pe

ee = e2 but <= c + Hd/2 a =0.7Sw = 4.2 mm

ee = 35 mm ( n-1 ) = 1

Pe = s but <= 2c+Hd

Pe = 55 mm

Lw = 250 mm





Pvb = 0.6 x py x Av

Av = 0.9 x A = 0.9 x t x Lp = 911 mm²





ee = e2 but <= c + Hd/2

ee = 35 mm

Pe = s but <= 2c+Hd

Pe = 55 mm

Le = 125 mm




Mc = py x Z

Z =


Mc = 8.5 Kn-m


M = Fv x a



cy = Af y1 + Aw y2 / ( At )

section modulus,mm3

144+37/180

of 351




SUBJECT :


cX X

160.0At = 1200 mm²

yAw = 1200 mm² x1 = 0 mm

0.0 Af = 0 mm² x2 = 80 mm

y1 = 0.00 mm

0.0 y2 = 80.00 mm

145+37/180

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SUBJECT :


y = 80 mm

c = 80 mm


I x-x = 2560000

section modulus, Z

Z = I x-x / c

Z = 32000 mm³

mm4

146+37/180

of 351




SUBJECT :


147+37/180

of 351




SUBJECT :


A. DESIGN LOAD


B = 260.0 mm B = 220.0 mm

B D = 250.0 mm D = 210.0 mm

T T = 12.5 mm T = 11.0 mm

D h1 t = 7.5 mm t = 7.0 mm

t h1 = 177.0 mm h1 = 152.0 mm

k = 36.5 mm k = 29.0 mm

Ag = 8680 mm² Ag = 6430 mm²


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 46 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



a BEAM A W

Fh = 0 Kn

C1 P e2s

Lp( D-b ) T = 100 Kn s

C2 e2

e1 e1

BEAM B Sg

Fv = 46 Kn






C1 = 40 mm



py = 265 n/mm²

148+37/180

of 351




SUBJECT :


149+37/180

of 351




SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR Fh



Fvb = Fv / Nb1 x s

Nb = nos.of boltsY

Nb = 4 Fmh

Fvb = 12 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 17425 y4 = 0 mm





Fs = 12 Kn

b. TENSION

Ft = T / Nb

Ft = 25.0 Kn





0.06 + 0.33 <= 1.4 Ftot = 45.8 Kn

0.40 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 7.0 mm

150+37/180

of 351




SUBJECT :



0.5 x e2 x t x pbs = 77.0 Kn




151+37/180

of 351




SUBJECT :




d = h1 = 177.0 mm

Lp = 135 mm

W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1458 mm² 4.2.3 ( h )

Pvp = 231.822 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

40

1 x sTp

Q Q

m C

40 Sg








Sw = min.( Tp , t ) = 4.5 mm

use, Sw = 6 mm m = ( W - Sg ) / 2

c = 50.25 mm > e2= 40 mm m = 35 mm

use, c = 40 mm





Q = Mb/n



= 0.024


152+37/180

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SUBJECT :





153+37/180

of 351




SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm Lw




Lw = 270 mm



Lw = 2ee + (n-1)Pe

ee = e2 but <= c + Hd/2 a =0.7Sw = 4.2 mm

ee = 35 mm ( n-1 ) = 1

Pe = s but <= 2c+Hd

Pe = 55 mm

Lw = 250 mm





Pvb = 0.6 x py x Av

Av = 0.9 x A = 0.9 x t x Lp = 911 mm²





ee = e2 but <= c + Hd/2

ee = 35 mm

Pe = s but <= 2c+Hd

Pe = 55 mm

Le = 125 mm




Mc = py x Z

Z =


Mc = 5.6 Kn-m


M = Fv x a



cy = Af y1 + Aw y2 / ( At )

section modulus,mm3

154+37/180

of 351




SUBJECT :


cX X

130.0At = 975 mm²

yAw = 975 mm² x1 = 0 mm

0.0 Af = 0 mm² x2 = 65 mm

y1 = 0.00 mm

0.0 y2 = 65.00 mm

155+37/180

of 351




SUBJECT :


y = 65 mm

c = 65 mm


I x-x = 1373125

section modulus, Z

Z = I x-x / c

Z = 21125 mm³

mm4

156+37/180

of 351




SUBJECT :


157+37/180

of 351




SUBJECT :


A. DESIGN LOAD


B = 260.0 mm B = 240.0 mm

B D = 250.0 mm D = 230.0 mm

T T = 12.5 mm T = 12.0 mm

D h1 t = 7.5 mm t = 7.5 mm

t h1 = 177.0 mm h1 = 164.0 mm

k = 36.5 mm k = 33.0 mm

Ag = 8680 mm² Ag = 7680 mm²


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 57 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



a BEAM A W

Fh = 0 Kn

C1 P e2s

Lp( D-b ) T = 100 Kn s

C2 e2

e1 e1

BEAM B Sg

Fv = 57 Kn






C1 = 40 mm



py = 265 n/mm²

158+37/180

of 351




SUBJECT :


159+37/180

of 351




SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR Fh



Fvb = Fv / Nb1 x s

Nb = nos.of boltsY

Nb = 4 Fmh

Fvb = 14 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 17425 y4 = 0 mm





Fs = 14 Kn

b. TENSION

Ft = T / Nb

Ft = 25.0 Kn





0.08 + 0.33 <= 1.4 Ftot = 45.8 Kn

0.41 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 7.5 mm

160+37/180

of 351




SUBJECT :



0.5 x e2 x t x pbs = 82.5 Kn




161+37/180

of 351




SUBJECT :




d = h1 = 177.0 mm

Lp = 135 mm

W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1458 mm² 4.2.3 ( h )

Pvp = 231.822 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

40

1 x sTp

Q Q

m C

40 Sg








Sw = min.( Tp , t ) = 4.5 mm

use, Sw = 6 mm m = ( W - Sg ) / 2

c = 50.25 mm > e2= 40 mm m = 35 mm

use, c = 40 mm





Q = Mb/n



= 0.024


162+37/180

of 351




SUBJECT :





163+37/180

of 351




SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm Lw




Lw = 270 mm



Lw = 2ee + (n-1)Pe

ee = e2 but <= c + Hd/2 a =0.7Sw = 4.2 mm

ee = 35 mm ( n-1 ) = 1

Pe = s but <= 2c+Hd

Pe = 55 mm

Lw = 250 mm





Pvb = 0.6 x py x Av

Av = 0.9 x A = 0.9 x t x Lp = 911 mm²





ee = e2 but <= c + Hd/2

ee = 35 mm

Pe = s but <= 2c+Hd

Pe = 55 mm

Le = 125 mm




Mc = py x Z

Z =


Mc = 7.5 Kn-m


M = Fv x a



cy = Af y1 + Aw y2 / ( At )

section modulus,mm3

164+37/180

of 351




SUBJECT :


cX X

150.0At = 1125 mm²

yAw = 1125 mm² x1 = 0 mm

0.0 Af = 0 mm² x2 = 75 mm

y1 = 0.00 mm

0.0 y2 = 75.00 mm

165+37/180

of 351




SUBJECT :


y = 75 mm

c = 75 mm


I x-x = 2109375

section modulus, Z

Z = I x-x / c

Z = 28125 mm³

mm4

166+37/180

of 351




SUBJECT :


167+37/180

of 351




SUBJECT :


A. DESIGN LOAD


B = 260.0 mm B = 260.0 mm

B D = 250.0 mm D = 250.0 mm

T T = 12.5 mm T = 12.5 mm

D h1 t = 7.5 mm t = 7.5 mm

t h1 = 177.0 mm h1 = 177.0 mm

k = 36.5 mm k = 36.5 mm

Ag = 8680 mm² Ag = 8680 mm²


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 68 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



a BEAM A W

Fh = 0 Kn

C1 P e2s

Lp( D-b ) T = 100 Kn s

C2 e2

e1 e1

BEAM B Sg

Fv = 68 Kn






C1 = 40 mm



py = 265 n/mm²

168+37/180

of 351




SUBJECT :


169+37/180

of 351




SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR Fh



Fvb = Fv / Nb1 x s

Nb = nos.of boltsY

Nb = 4 Fmh

Fvb = 17 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 17425 y4 = 0 mm





Fs = 17 Kn

b. TENSION

Ft = T / Nb

Ft = 25.0 Kn





0.09 + 0.33 <= 1.4 Ftot = 45.8 Kn

0.43 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 7.5 mm

170+37/180

of 351




SUBJECT :



0.5 x e2 x t x pbs = 82.5 Kn




171+37/180

of 351




SUBJECT :




d = h1 = 177.0 mm

Lp = 135 mm

W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1458 mm² 4.2.3 ( h )

Pvp = 231.822 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

40

1 x sTp

Q Q

m C

40 Sg








Sw = min.( Tp , t ) = 4.5 mm

use, Sw = 6 mm m = ( W - Sg ) / 2

c = 50.25 mm > e2= 40 mm m = 35 mm

use, c = 40 mm





Q = Mb/n



= 0.024


172+37/180

of 351




SUBJECT :





173+37/180

of 351




SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm Lw




Lw = 270 mm



Lw = 2ee + (n-1)Pe

ee = e2 but <= c + Hd/2 a =0.7Sw = 4.2 mm

ee = 35 mm ( n-1 ) = 1

Pe = s but <= 2c+Hd

Pe = 55 mm

Lw = 250 mm





Pvb = 0.6 x py x Av

Av = 0.9 x A = 0.9 x t x Lp = 911 mm²





ee = e2 but <= c + Hd/2

ee = 35 mm

Pe = s but <= 2c+Hd

Pe = 55 mm

Le = 125 mm




Mc = py x Z

Z =


Mc = 9.6 Kn-m


M = Fv x a



cy = Af y1 + Aw y2 / ( At )

section modulus,mm3

174+37/180

of 351




SUBJECT :


cX X

170.0At = 1275 mm²

yAw = 1275 mm² x1 = 0 mm

0.0 Af = 0 mm² x2 = 85 mm

y1 = 0.00 mm

0.0 y2 = 85.00 mm

175+37/180

of 351




SUBJECT :


y = 85 mm

c = 85 mm


I x-x = 3070625

section modulus, Z

Z = I x-x / c

Z = 36125 mm³

mm4

176+37/180

of 351




SUBJECT :


177+37/180

of 351




SUBJECT :


A. DESIGN LOAD


B = 280.0 mm B = 220.0 mm

B D = 270.0 mm D = 210.0 mm

T T = 13.0 mm T = 11.0 mm

D h1 t = 8.0 mm t = 7.0 mm

t h1 = 196.0 mm h1 = 152.0 mm

k = 37.0 mm k = 29.0 mm

Ag = 9730 mm² Ag = 6430 mm²


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 57 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



a BEAM A W

Fh = 0 Kn

C1 P e2s

Lp( D-b ) T = 100 Kn s

C2 e2

e1 e1

BEAM B Sg

Fv = 57 Kn






C1 = 40 mm



py = 265 n/mm²

178+37/180

of 351




SUBJECT :


179+37/180

of 351




SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR Fh



Fvb = Fv / Nb1 x s

Nb = nos.of boltsY

Nb = 4 Fmh

Fvb = 14 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 17425 y4 = 0 mm





Fs = 14 Kn

b. TENSION

Ft = T / Nb

Ft = 25.0 Kn





0.08 + 0.33 <= 1.4 Ftot = 45.8 Kn

0.41 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 7.0 mm

180+37/180

of 351




SUBJECT :



0.5 x e2 x t x pbs = 77.0 Kn




181+37/180

of 351




SUBJECT :




d = h1 = 196.0 mm

Lp = 135 mm

W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1458 mm² 4.2.3 ( h )

Pvp = 231.822 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

40

1 x sTp

Q Q

m C

40 Sg








Sw = min.( Tp , t ) = 4.8 mm

use, Sw = 6 mm m = ( W - Sg ) / 2

c = 50 mm > e2= 40 mm m = 35 mm

use, c = 40 mm





Q = Mb/n



= 0.024


182+37/180

of 351




SUBJECT :





183+37/180

of 351




SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm Lw




Lw = 270 mm



Lw = 2ee + (n-1)Pe

ee = e2 but <= c + Hd/2 a =0.7Sw = 4.2 mm

ee = 35 mm ( n-1 ) = 1

Pe = s but <= 2c+Hd

Pe = 55 mm

Lw = 250 mm





Pvb = 0.6 x py x Av

Av = 0.9 x A = 0.9 x t x Lp = 972 mm²





ee = e2 but <= c + Hd/2

ee = 35 mm

Pe = s but <= 2c+Hd

Pe = 55 mm

Le = 125 mm

Le x t x py = 265 Kn > 100.0 Kn OK SAFE!



Mc = py x Z

Z =


Mc = 6.9 Kn-m


M = Fv x a



cy = Af y1 + Aw y2 / ( At )

section modulus,mm3

184+37/180

of 351




SUBJECT :


cX X

140.0At = 1120 mm²

yAw = 1120 mm² x1 = 0 mm

0.0 Af = 0 mm² x2 = 70 mm

y1 = 0.00 mm

0.0 y2 = 70.00 mm

185+37/180

of 351




SUBJECT :


y = 70 mm

c = 70 mm


I x-x = 1829333.33333333

section modulus, Z

Z = I x-x / c

Z = 26133 mm³

mm4

186+37/180

of 351




SUBJECT :


187+37/180

of 351




SUBJECT :


A. DESIGN LOAD


B = 280.0 mm B = 240.0 mm

B D = 270.0 mm D = 230.0 mm

T T = 13.0 mm T = 12.0 mm

D h1 t = 8.0 mm t = 7.5 mm

t h1 = 196.0 mm h1 = 164.0 mm

k = 37.0 mm k = 33.0 mm

Ag = 9730 mm² Ag = 7680 mm²


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 65 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



a BEAM A W

Fh = 0 Kn

C1 P e2s

Lp( D-b ) T = 100 Kn s

C2 e2

e1 e1

BEAM B Sg

Fv = 65 Kn






C1 = 40 mm



py = 265 n/mm²

188+37/180

of 351




SUBJECT :


189+37/180

of 351




SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR Fh



Fvb = Fv / Nb1 x s

Nb = nos.of boltsY

Nb = 4 Fmh

Fvb = 16 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 17425 y4 = 0 mm





Fs = 16 Kn

b. TENSION

Ft = T / Nb

Ft = 25.0 Kn





0.09 + 0.33 <= 1.4 Ftot = 45.8 Kn

0.42 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 7.5 mm

190+37/180

of 351




SUBJECT :



0.5 x e2 x t x pbs = 82.5 Kn




191+37/180

of 351




SUBJECT :




d = h1 = 196.0 mm

Lp = 135 mm

W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1458 mm² 4.2.3 ( h )

Pvp = 231.822 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

40

1 x sTp

Q Q

m C

40 Sg








Sw = min.( Tp , t ) = 4.8 mm

use, Sw = 6 mm m = ( W - Sg ) / 2

c = 50 mm > e2= 40 mm m = 35 mm

use, c = 40 mm





Q = Mb/n



= 0.024


192+37/180

of 351




SUBJECT :





193+37/180

of 351




SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm Lw




Lw = 270 mm



Lw = 2ee + (n-1)Pe

ee = e2 but <= c + Hd/2 a =0.7Sw = 4.2 mm

ee = 35 mm ( n-1 ) = 1

Pe = s but <= 2c+Hd

Pe = 55 mm

Lw = 250 mm





Pvb = 0.6 x py x Av

Av = 0.9 x A = 0.9 x t x Lp = 972 mm²





ee = e2 but <= c + Hd/2

ee = 35 mm

Pe = s but <= 2c+Hd

Pe = 55 mm

Le = 125 mm




Mc = py x Z

Z =


Mc = 8.5 Kn-m


M = Fv x a



cy = Af y1 + Aw y2 / ( At )

section modulus,mm3

194+37/180

of 351




SUBJECT :


cX X

155.0At = 1240 mm²

yAw = 1240 mm² x1 = 0 mm

0.0 Af = 0 mm² x2 = 78 mm

y1 = 0.00 mm

0.0 y2 = 77.50 mm

195+37/180

of 351




SUBJECT :


y = 78 mm

c = 78 mm


I x-x = 2482583.33333333

section modulus, Z

Z = I x-x / c

Z = 32033 mm³

mm4

196+37/180

of 351




SUBJECT :


197+37/180

of 351




SUBJECT :


A. DESIGN LOAD


B = 280.0 mm B = 260.0 mm

B D = 270.0 mm D = 250.0 mm

T T = 13.0 mm T = 12.5 mm

D h1 t = 8.0 mm t = 7.5 mm

t h1 = 196.0 mm h1 = 177.0 mm

k = 37.0 mm k = 36.5 mm

Ag = 9730 mm² Ag = 8680 mm²


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 72 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



a BEAM A W

Fh = 0 Kn

C1 P e2s

Lp( D-b ) T = 100 Kn s

C2 e2

e1 e1

BEAM B Sg

Fv = 72 Kn






C1 = 40 mm



py = 265 n/mm²

198+37/180

of 351




SUBJECT :


199+37/180

of 351




SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR Fh



Fvb = Fv / Nb1 x s

Nb = nos.of boltsY

Nb = 4 Fmh

Fvb = 18 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 17425 y4 = 0 mm





Fs = 18 Kn

b. TENSION

Ft = T / Nb

Ft = 25.0 Kn





0.10 + 0.33 <= 1.4 Ftot = 45.8 Kn

0.43 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 7.5 mm

200+37/180

of 351




SUBJECT :



0.5 x e2 x t x pbs = 82.5 Kn




201+37/180

of 351




SUBJECT :




d = h1 = 196.0 mm

Lp = 135 mm

W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1458 mm² 4.2.3 ( h )

Pvp = 231.822 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

40

1 x sTp

Q Q

m C

40 Sg








Sw = min.( Tp , t ) = 4.8 mm

use, Sw = 6 mm m = ( W - Sg ) / 2

c = 50 mm > e2= 40 mm m = 35 mm

use, c = 40 mm





Q = Mb/n



= 0.024


202+37/180

of 351




SUBJECT :





203+37/180

of 351




SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm Lw




Lw = 270 mm



Lw = 2ee + (n-1)Pe

ee = e2 but <= c + Hd/2 a =0.7Sw = 4.2 mm

ee = 35 mm ( n-1 ) = 1

Pe = s but <= 2c+Hd

Pe = 55 mm

Lw = 250 mm





Pvb = 0.6 x py x Av

Av = 0.9 x A = 0.9 x t x Lp = 972 mm²





ee = e2 but <= c + Hd/2

ee = 35 mm

Pe = s but <= 2c+Hd

Pe = 55 mm

Le = 125 mm




Mc = py x Z

Z =


Mc = 10.2 Kn-m


M = Fv x a

M = 10.1 Kn-m < Mc = 10.2 Kn OK SAFE!


cy = Af y1 + Aw y2 / ( At )

section modulus,mm3

204+37/180

of 351




SUBJECT :


cX X

170.0At = 1360 mm²

yAw = 1360 mm² x1 = 0 mm

0.0 Af = 0 mm² x2 = 85 mm

y1 = 0.00 mm

0.0 y2 = 85.00 mm

205+37/180

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SUBJECT :


y = 85 mm

c = 85 mm


I x-x = 3275333.33333333

section modulus, Z

Z = I x-x / c

Z = 38533 mm³

mm4

206+37/180

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SUBJECT :


207+37/180

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SUBJECT :


A. DESIGN LOAD


B = 280.0 mm B = 280.0 mm

B D = 270.0 mm D = 270.0 mm

T T = 13.0 mm T = 13.0 mm

D h1 t = 8.0 mm t = 8.0 mm

t h1 = 196.0 mm h1 = 196.0 mm

k = 37.0 mm k = 37.0 mm

Ag = 9730 mm² Ag = 9730 mm²


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 85 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



a BEAM A W

Fh = 0 Kn

C1 P e2s

Lp( D-b ) T = 100 Kn s

C2 e2

e1 e1

BEAM B Sg

Fv = 85 Kn






C1 = 40 mm



py = 265 n/mm²

208+37/180

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SUBJECT :


209+37/180

of 351




SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR Fh



Fvb = Fv / Nb1 x s

Nb = nos.of boltsY

Nb = 4 Fmh

Fvb = 21 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 17425 y4 = 0 mm





Fs = 21 Kn

b. TENSION

Ft = T / Nb

Ft = 25.0 Kn





0.12 + 0.33 <= 1.4 Ftot = 45.8 Kn

0.45 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 8.0 mm

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SUBJECT :



0.5 x e2 x t x pbs = 88.0 Kn




211+37/180

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SUBJECT :




d = h1 = 196.0 mm

Lp = 135 mm

W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1458 mm² 4.2.3 ( h )

Pvp = 231.822 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

40

1 x sTp

Q Q

m C

40 Sg








Sw = min.( Tp , t ) = 4.8 mm

use, Sw = 6 mm m = ( W - Sg ) / 2

c = 50 mm > e2= 40 mm m = 35 mm

use, c = 40 mm





Q = Mb/n



= 0.024


212+37/180

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SUBJECT :





213+37/180

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SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm Lw




Lw = 270 mm



Lw = 2ee + (n-1)Pe

ee = e2 but <= c + Hd/2 a =0.7Sw = 4.2 mm

ee = 35 mm ( n-1 ) = 1

Pe = s but <= 2c+Hd

Pe = 55 mm

Lw = 250 mm





Pvb = 0.6 x py x Av

Av = 0.9 x A = 0.9 x t x Lp = 972 mm²





ee = e2 but <= c + Hd/2

ee = 35 mm

Pe = s but <= 2c+Hd

Pe = 55 mm

Le = 125 mm




Mc = py x Z

Z =


Mc = 12.8 Kn-m


M = Fv x a

M = 12.8 Kn-m < Mc = 12.8 Kn OK SAFE!


cy = Af y1 + Aw y2 / ( At )

section modulus,mm3

214+37/180

of 351




SUBJECT :


cX X

190.0At = 1520 mm²

yAw = 1520 mm² x1 = 0 mm

0.0 Af = 0 mm² x2 = 95 mm

y1 = 0.00 mm

0.0 y2 = 95.00 mm

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SUBJECT :


y = 95 mm

c = 95 mm


I x-x = 4572666.66666667

section modulus, Z

Z = I x-x / c

Z = 48133 mm³

mm4

216+37/180

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SUBJECT :


217+37/180

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SUBJECT :


A. DESIGN LOAD

MEMBER PROFILE BEAM A : HE 280 A BEAM B: IPE 270

B = 280.0 mm B = 135.0 mm

B D = 270.0 mm D = 270.0 mm

T T = 13.0 mm T = 10.2 mm

D h1 t = 8.0 mm t = 6.6 mm

t h1 = 196.0 mm h1 = 219.6 mm

k = 37.0 mm k = 25.2 mm

Ag = 9730 mm² Ag = 4590 mm²


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 170 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



a BEAM A W

Fh = 0 Kn

C1 P e2s

Lp( D-b ) T = 100 Kn s

C2 e2

e1 e1

BEAM B Sg

Fv = 170 Kn

Sg = 120 mm a = 77.5 mm BOLT GRADE: 8.8





C1 = 40 mm



py = 265 n/mm²

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SUBJECT :


219+37/180

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SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR Fh



Fvb = Fv / Nb2 x s

Nb = nos.of boltsY

Nb = 6 Fmh

Fvb = 28 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 51850 y4 = 0 mm





Fs = 28 Kn

b. TENSION

Ft = T / Nb

Ft = 16.7 Kn





0.15 + 0.22 <= 1.4 Ftot = 30.6 Kn

0.38 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 6.6 mm

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SUBJECT :



0.5 x e2 x t x pbs = 72.6 Kn




221+37/180

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SUBJECT :




d = h1 = 196.0 mm

Lp = 190 mm

W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 2052 mm² 4.2.3 ( h )

Pvp = 326.268 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

40

2 x sTp

Q Q

m C

40 Sg








Sw = min.( Tp , t ) = 4.8 mm

use, Sw = 6 mm m = ( W - Sg ) / 2

c = 50 mm > e2= 40 mm m = 35 mm

use, c = 40 mm





Q = Mb/n



= 0.024


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SUBJECT :





223+37/180

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SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm Lw




Lw = 380 mm



Lw = 2ee + (n-1)Pe

ee = e2 but <= c + Hd/2 a =0.7Sw = 4.2 mm

ee = 35 mm ( n-1 ) = 2

Pe = s but <= 2c+Hd

Pe = 55 mm

Lw = 360 mm

TENSION CAPACITY OF WEB WELD = 665.28 Kn > 100.0 Kn OK SAFE!




Pvb = 0.6 x py x Av

Av = 0.9 x A = 0.9 x t x Lp = 1368 mm²





ee = e2 but <= c + Hd/2

ee = 35 mm

Pe = s but <= 2c+Hd

Pe = 55 mm

Le = 180 mm




Mc = py x Z

Z =


Mc = 14.8 Kn-m


M = Fv x a

M = 13.2 Kn-m < Mc = 14.8 Kn OK SAFE!


cy = Af y1 + Aw y2 / ( At )

section modulus,mm3

224+37/180

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SUBJECT :


cX X

205.0At = 1640 mm²

yAw = 1640 mm² x1 = 0 mm

0.0 Af = 0 mm² x2 = 103 mm

y1 = 0.00 mm

0.0 y2 = 102.50 mm

225+37/180

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SUBJECT :


y = 103 mm

c = 103 mm


I x-x = 5743416.66666667

section modulus, Z

Z = I x-x / c

Z = 56033 mm³

mm4

226+37/180

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SUBJECT :


227+37/180

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SUBJECT :


A. DESIGN LOAD

MEMBER PROFILE BEAM A : IPE 270 BEAM B: HE 220 A

B = 135.0 mm B = 220.0 mm

B D = 270.0 mm D = 210.0 mm

T T = 10.2 mm T = 11.0 mm

D h1 t = 6.6 mm t = 7.0 mm

t h1 = 219.6 mm h1 = 152.0 mm

k = 25.2 mm k = 29.0 mm

Ag = 4590 mm² Ag = 6430 mm²


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 58 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



a BEAM A W

Fh = 0 Kn

C1 P e2s

Lp( D-b ) T = 100 Kn s

C2 e2

e1 e1

BEAM B Sg

Fv = 58 Kn






C1 = 25 mm



py = 265 n/mm²

228+37/180

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SUBJECT :


229+37/180

of 351




SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR Fh



Fvb = Fv / Nb1 x s

Nb = nos.of boltsY

Nb = 4 Fmh

Fvb = 15 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 17425 y4 = 0 mm





Fs = 15 Kn

b. TENSION

Ft = T / Nb

Ft = 25.0 Kn





0.08 + 0.33 <= 1.4 Ftot = 45.8 Kn

0.41 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 7.0 mm

230+37/180

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SUBJECT :



0.5 x e2 x t x pbs = 77.0 Kn




231+37/180

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SUBJECT :




d = h1 = 219.6 mm

Lp = 135 mm

W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1458 mm² 4.2.3 ( h )

Pvp = 231.822 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

40

1 x sTp

Q Q

m C

40 Sg








Sw = min.( Tp , t ) = 3.96 mm

use, Sw = 6 mm m = ( W - Sg ) / 2

c = 50.7 mm > e2= 40 mm m = 35 mm

use, c = 40 mm





Q = Mb/n



= 0.024


232+37/180

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SUBJECT :





233+37/180

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SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm Lw




Lw = 270 mm



Lw = 2ee + (n-1)Pe

ee = e2 but <= c + Hd/2 a =0.7Sw = 4.2 mm

ee = 35 mm ( n-1 ) = 1

Pe = s but <= 2c+Hd

Pe = 55 mm

Lw = 250 mm





Pvb = 0.6 x py x Av

Av = 0.9 x A = 0.9 x t x Lp = 802 mm²





ee = e2 but <= c + Hd/2

ee = 35 mm

Pe = s but <= 2c+Hd

Pe = 55 mm

Le = 125 mm




Mc = py x Z

Z =


Mc = 7.0 Kn-m


M = Fv x a



cy = Af y1 + Aw y2 / ( At )

section modulus,mm3

234+37/180

of 351




SUBJECT :


cX X

155.0At = 1023 mm²

yAw = 1023 mm² x1 = 0 mm

0.0 Af = 0 mm² x2 = 78 mm

y1 = 0.00 mm

0.0 y2 = 77.50 mm

235+37/180

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SUBJECT :


y = 78 mm

c = 78 mm


I x-x = 2048131.25

section modulus, Z

Z = I x-x / c

Z = 26428 mm³

mm4

236+37/180

of 351




SUBJECT :


237+37/180

of 351




SUBJECT :


A. DESIGN LOAD


B = 135.0 mm B = 240.0 mm

B D = 270.0 mm D = 230.0 mm

T T = 10.2 mm T = 12.0 mm

D h1 t = 6.6 mm t = 7.5 mm

t h1 = 219.6 mm h1 = 164.0 mm

k = 25.2 mm k = 33.0 mm

Ag = 4590 mm² Ag = 7680 mm²


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 64 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



a BEAM A W

Fh = 0 Kn

C1 P e2s

Lp( D-b ) T = 100 Kn s

C2 e2

e1 e1

BEAM B Sg

Fv = 64 Kn






C1 = 25 mm



py = 265 n/mm²

238+37/180

of 351




SUBJECT :


239+37/180

of 351




SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR Fh



Fvb = Fv / Nb1 x s

Nb = nos.of boltsY

Nb = 4 Fmh

Fvb = 16 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 17425 y4 = 0 mm





Fs = 16 Kn

b. TENSION

Ft = T / Nb

Ft = 25.0 Kn





0.09 + 0.33 <= 1.4 Ftot = 45.8 Kn

0.42 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 7.5 mm

240+37/180

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SUBJECT :



0.5 x e2 x t x pbs = 82.5 Kn




241+37/180

of 351




SUBJECT :




d = h1 = 219.6 mm

Lp = 135 mm

W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1458 mm² 4.2.3 ( h )

Pvp = 231.822 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

40

1 x sTp

Q Q

m C

40 Sg








Sw = min.( Tp , t ) = 3.96 mm

use, Sw = 6 mm m = ( W - Sg ) / 2

c = 50.7 mm > e2= 40 mm m = 35 mm

use, c = 40 mm





Q = Mb/n



= 0.024


242+37/180

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SUBJECT :





243+37/180

of 351




SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm Lw




Lw = 270 mm



Lw = 2ee + (n-1)Pe

ee = e2 but <= c + Hd/2 a =0.7Sw = 4.2 mm

ee = 35 mm ( n-1 ) = 1

Pe = s but <= 2c+Hd

Pe = 55 mm

Lw = 250 mm





Pvb = 0.6 x py x Av

Av = 0.9 x A = 0.9 x t x Lp = 802 mm²





ee = e2 but <= c + Hd/2

ee = 35 mm

Pe = s but <= 2c+Hd

Pe = 55 mm

Le = 125 mm




Mc = py x Z

Z =


Mc = 8.4 Kn-m


M = Fv x a



cy = Af y1 + Aw y2 / ( At )

section modulus,mm3

244+37/180

of 351




SUBJECT :


cX X

170.0At = 1122 mm²

yAw = 1122 mm² x1 = 0 mm

0.0 Af = 0 mm² x2 = 85 mm

y1 = 0.00 mm

0.0 y2 = 85.00 mm

245+37/180

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SUBJECT :


y = 85 mm

c = 85 mm


I x-x = 2702150

section modulus, Z

Z = I x-x / c

Z = 31790 mm³

mm4

246+37/180

of 351




SUBJECT :


247+37/180

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SUBJECT :


A. DESIGN LOAD


B = 135.0 mm B = 260.0 mm

B D = 270.0 mm D = 250.0 mm

T T = 10.2 mm T = 12.5 mm

D h1 t = 6.6 mm t = 7.5 mm

t h1 = 219.6 mm h1 = 177.0 mm

k = 25.2 mm k = 36.5 mm

Ag = 4590 mm² Ag = 8680 mm²


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 71 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



a BEAM A W

Fh = 0 Kn

C1 P e2s

Lp( D-b ) T = 100 Kn s

C2 e2

e1 e1

BEAM B Sg

Fv = 71 Kn






C1 = 25 mm



py = 265 n/mm²

248+37/180

of 351




SUBJECT :


249+37/180

of 351




SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR Fh



Fvb = Fv / Nb1 x s

Nb = nos.of boltsY

Nb = 4 Fmh

Fvb = 18 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 17425 y4 = 0 mm





Fs = 18 Kn

b. TENSION

Ft = T / Nb

Ft = 25.0 Kn





0.10 + 0.33 <= 1.4 Ftot = 45.8 Kn

0.43 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 7.5 mm

250+37/180

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SUBJECT :



0.5 x e2 x t x pbs = 82.5 Kn




251+37/180

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SUBJECT :




d = h1 = 219.6 mm

Lp = 135 mm

W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1458 mm² 4.2.3 ( h )

Pvp = 231.822 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

40

1 x sTp

Q Q

m C

40 Sg








Sw = min.( Tp , t ) = 3.96 mm

use, Sw = 6 mm m = ( W - Sg ) / 2

c = 50.7 mm > e2= 40 mm m = 35 mm

use, c = 40 mm





Q = Mb/n



= 0.024


252+37/180

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SUBJECT :





253+37/180

of 351




SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm Lw




Lw = 270 mm



Lw = 2ee + (n-1)Pe

ee = e2 but <= c + Hd/2 a =0.7Sw = 4.2 mm

ee = 35 mm ( n-1 ) = 1

Pe = s but <= 2c+Hd

Pe = 55 mm

Lw = 250 mm





Pvb = 0.6 x py x Av

Av = 0.9 x A = 0.9 x t x Lp = 802 mm²





ee = e2 but <= c + Hd/2

ee = 35 mm

Pe = s but <= 2c+Hd

Pe = 55 mm

Le = 125 mm




Mc = py x Z

Z =


Mc = 10.0 Kn-m


M = Fv x a

M = 9.9 Kn-m < Mc = 10.0 Kn OK SAFE!


cy = Af y1 + Aw y2 / ( At )

section modulus,mm3

254+37/180

of 351




SUBJECT :


cX X

185.0At = 1221 mm²

yAw = 1221 mm² x1 = 0 mm

0.0 Af = 0 mm² x2 = 93 mm

y1 = 0.00 mm

0.0 y2 = 92.50 mm

255+37/180

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SUBJECT :


y = 93 mm

c = 93 mm


I x-x = 3482393.75

section modulus, Z

Z = I x-x / c

Z = 37648 mm³

mm4

256+37/180

of 351




SUBJECT :


257+37/180

of 351




SUBJECT :


A. DESIGN LOAD


B = 135.0 mm B = 280.0 mm

B D = 270.0 mm D = 270.0 mm

T T = 10.2 mm T = 13.0 mm

D h1 t = 6.6 mm t = 8.0 mm

t h1 = 219.6 mm h1 = 196.0 mm

k = 25.2 mm k = 37.0 mm

Ag = 4590 mm² Ag = 9730 mm²


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 81 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



a BEAM A W

Fh = 0 Kn

C1 P e2s

Lp( D-b ) T = 100 Kn s

C2 e2

e1 e1

BEAM B Sg

Fv = 81 Kn






C1 = 25 mm



py = 265 n/mm²

258+37/180

of 351




SUBJECT :


259+37/180

of 351




SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR Fh



Fvb = Fv / Nb1 x s

Nb = nos.of boltsY

Nb = 4 Fmh

Fvb = 20 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 17425 y4 = 0 mm





Fs = 20 Kn

b. TENSION

Ft = T / Nb

Ft = 25.0 Kn





0.11 + 0.33 <= 1.4 Ftot = 45.8 Kn

0.44 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 8.0 mm

260+37/180

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SUBJECT :



0.5 x e2 x t x pbs = 88.0 Kn




261+37/180

of 351




SUBJECT :




d = h1 = 219.6 mm

Lp = 135 mm

W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1458 mm² 4.2.3 ( h )

Pvp = 231.822 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

40

1 x sTp

Q Q

m C

40 Sg








Sw = min.( Tp , t ) = 3.96 mm

use, Sw = 6 mm m = ( W - Sg ) / 2

c = 50.7 mm > e2= 40 mm m = 35 mm

use, c = 40 mm





Q = Mb/n



= 0.024


262+37/180

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SUBJECT :





263+37/180

of 351




SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm Lw




Lw = 270 mm



Lw = 2ee + (n-1)Pe

ee = e2 but <= c + Hd/2 a =0.7Sw = 4.2 mm

ee = 35 mm ( n-1 ) = 1

Pe = s but <= 2c+Hd

Pe = 55 mm

Lw = 250 mm





Pvb = 0.6 x py x Av

Av = 0.9 x A = 0.9 x t x Lp = 802 mm²





ee = e2 but <= c + Hd/2

ee = 35 mm

Pe = s but <= 2c+Hd

Pe = 55 mm

Le = 125 mm




Mc = py x Z

Z =


Mc = 12.3 Kn-m


M = Fv x a

M = 12.2 Kn-m < Mc = 12.3 Kn OK SAFE!


cy = Af y1 + Aw y2 / ( At )

section modulus,mm3

264+37/180

of 351




SUBJECT :


cX X

205.0At = 1353 mm²

yAw = 1353 mm² x1 = 0 mm

0.0 Af = 0 mm² x2 = 103 mm

y1 = 0.00 mm

0.0 y2 = 102.50 mm

265+37/180

of 351




SUBJECT :


y = 103 mm

c = 103 mm


I x-x = 4738318.75

section modulus, Z

Z = I x-x / c

Z = 46228 mm³

mm4

266+37/180

of 351




SUBJECT :


267+37/180

of 351




SUBJECT :


A. DESIGN LOAD

MEMBER PROFILE BEAM A : IPE 270 BEAM B: IPE 270

B = 135.0 mm B = 135.0 mm

B D = 270.0 mm D = 270.0 mm

T T = 10.2 mm T = 10.2 mm

D h1 t = 6.6 mm t = 6.6 mm

t h1 = 219.6 mm h1 = 219.6 mm

k = 25.2 mm k = 25.2 mm

Ag = 4590 mm² Ag = 4590 mm²


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 170 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



a BEAM A W

Fh = 0 Kn

C1 P e2s

Lp( D-b ) T = 100 Kn s

C2 e2

e1 e1

BEAM B Sg

Fv = 170 Kn






C1 = 25 mm



py = 265 n/mm²

268+37/180

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SUBJECT :


269+37/180

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SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR Fh



Fvb = Fv / Nb2 x s

Nb = nos.of boltsY

Nb = 6 Fmh

Fvb = 28 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 51850 y4 = 0 mm





Fs = 28 Kn

b. TENSION

Ft = T / Nb

Ft = 16.7 Kn





0.15 + 0.22 <= 1.4 Ftot = 30.6 Kn

0.38 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 6.6 mm

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SUBJECT :



0.5 x e2 x t x pbs = 72.6 Kn




271+37/180

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SUBJECT :




d = h1 = 219.6 mm

Lp = 190 mm

W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 2052 mm² 4.2.3 ( h )

Pvp = 326.268 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

40

2 x sTp

Q Q

m C

40 Sg








Sw = min.( Tp , t ) = 3.96 mm

use, Sw = 6 mm m = ( W - Sg ) / 2

c = 50.7 mm > e2= 40 mm m = 35 mm

use, c = 40 mm





Q = Mb/n



= 0.024


272+37/180

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SUBJECT :





273+37/180

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SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm Lw




Lw = 380 mm



Lw = 2ee + (n-1)Pe

ee = e2 but <= c + Hd/2 a =0.7Sw = 4.2 mm

ee = 35 mm ( n-1 ) = 2

Pe = s but <= 2c+Hd

Pe = 55 mm

Lw = 360 mm





Pvb = 0.6 x py x Av

Av = 0.9 x A = 0.9 x t x Lp = 1129 mm²





ee = e2 but <= c + Hd/2

ee = 35 mm

Pe = s but <= 2c+Hd

Pe = 55 mm

Le = 180 mm




Mc = py x Z

Z =


Mc = 14.1 Kn-m


M = Fv x a

M = 13.2 Kn-m < Mc = 14.1 Kn OK SAFE!


cy = Af y1 + Aw y2 / ( At )

section modulus,mm3

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SUBJECT :


cX X

220.0At = 1452 mm²

yAw = 1452 mm² x1 = 0 mm

0.0 Af = 0 mm² x2 = 110 mm

y1 = 0.00 mm

0.0 y2 = 110.00 mm

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SUBJECT :


y = 110 mm

c = 110 mm


I x-x = 5856400

section modulus, Z

Z = I x-x / c

Z = 53240 mm³

mm4

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SUBJECT :


277+37/180

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SUBJECT :


A. DESIGN LOAD


B = 150.0 mm B = 220.0 mm

B D = 300.0 mm D = 210.0 mm

T T = 10.7 mm T = 11.0 mm

D h1 t = 7.1 mm t = 7.0 mm

t h1 = 248.6 mm h1 = 152.0 mm

k = 25.7 mm k = 29.0 mm

Ag = 5380 mm² Ag = 6430 mm²


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 62 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



a BEAM A W

Fh = 0 Kn

C1 P e2s

Lp( D-b ) T = 100 Kn s

C2 e2

e1 e1

BEAM B Sg

Fv = 62 Kn






C1 = 25 mm



py = 265 n/mm²

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SUBJECT :


279+37/180

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SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR Fh



Fvb = Fv / Nb1 x s

Nb = nos.of boltsY

Nb = 4 Fmh

Fvb = 16 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 17425 y4 = 0 mm





Fs = 16 Kn

b. TENSION

Ft = T / Nb

Ft = 25.0 Kn





0.08 + 0.33 <= 1.4 Ftot = 45.8 Kn

0.42 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 7.0 mm

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SUBJECT :



0.5 x e2 x t x pbs = 77.0 Kn




281+37/180

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SUBJECT :




d = h1 = 248.6 mm

Lp = 135 mm

W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1458 mm² 4.2.3 ( h )

Pvp = 231.822 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

40

1 x sTp

Q Q

m C

40 Sg








Sw = min.( Tp , t ) = 4.26 mm

use, Sw = 6 mm m = ( W - Sg ) / 2

c = 50.45 mm > e2= 40 mm m = 35 mm

use, c = 40 mm





Q = Mb/n



= 0.024


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SUBJECT :





283+37/180

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SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm Lw




Lw = 270 mm



Lw = 2ee + (n-1)Pe

ee = e2 but <= c + Hd/2 a =0.7Sw = 4.2 mm

ee = 35 mm ( n-1 ) = 1

Pe = s but <= 2c+Hd

Pe = 55 mm

Lw = 250 mm





Pvb = 0.6 x py x Av

Av = 0.9 x A = 0.9 x t x Lp = 863 mm²





ee = e2 but <= c + Hd/2

ee = 35 mm

Pe = s but <= 2c+Hd

Pe = 55 mm

Le = 125 mm




Mc = py x Z

Z =


Mc = 7.5 Kn-m


M = Fv x a



cy = Af y1 + Aw y2 / ( At )

section modulus,mm3

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SUBJECT :


cX X

155.0At = 1101 mm²

yAw = 1101 mm² x1 = 0 mm

0.0 Af = 0 mm² x2 = 78 mm

y1 = 0.00 mm

0.0 y2 = 77.50 mm

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SUBJECT :


y = 78 mm

c = 78 mm


I x-x = 2203292.70833333

section modulus, Z

Z = I x-x / c

Z = 28430 mm³

mm4

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SUBJECT :


287+37/180

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SUBJECT :


A. DESIGN LOAD


B = 150.0 mm B = 240.0 mm

B D = 300.0 mm D = 230.0 mm

T T = 10.7 mm T = 12.0 mm

D h1 t = 7.1 mm t = 7.5 mm

t h1 = 248.6 mm h1 = 164.0 mm

k = 25.7 mm k = 33.0 mm

Ag = 5380 mm² Ag = 7680 mm²


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 69 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



a BEAM A W

Fh = 0 Kn

C1 P e2s

Lp( D-b ) T = 100 Kn s

C2 e2

e1 e1

BEAM B Sg

Fv = 69 Kn






C1 = 25 mm



py = 265 n/mm²

288+37/180

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SUBJECT :


289+37/180

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SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR Fh



Fvb = Fv / Nb1 x s

Nb = nos.of boltsY

Nb = 4 Fmh

Fvb = 17 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 17425 y4 = 0 mm





Fs = 17 Kn

b. TENSION

Ft = T / Nb

Ft = 25.0 Kn





0.09 + 0.33 <= 1.4 Ftot = 45.8 Kn

0.43 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 7.5 mm

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SUBJECT :



0.5 x e2 x t x pbs = 82.5 Kn




291+37/180

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SUBJECT :




d = h1 = 248.6 mm

Lp = 135 mm

W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1458 mm² 4.2.3 ( h )

Pvp = 231.822 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

40

1 x sTp

Q Q

m C

40 Sg








Sw = min.( Tp , t ) = 4.26 mm

use, Sw = 6 mm m = ( W - Sg ) / 2

c = 50.45 mm > e2= 40 mm m = 35 mm

use, c = 40 mm





Q = Mb/n



= 0.024


292+37/180

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SUBJECT :





293+37/180

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SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm Lw




Lw = 270 mm



Lw = 2ee + (n-1)Pe

ee = e2 but <= c + Hd/2 a =0.7Sw = 4.2 mm

ee = 35 mm ( n-1 ) = 1

Pe = s but <= 2c+Hd

Pe = 55 mm

Lw = 250 mm





Pvb = 0.6 x py x Av

Av = 0.9 x A = 0.9 x t x Lp = 863 mm²





ee = e2 but <= c + Hd/2

ee = 35 mm

Pe = s but <= 2c+Hd

Pe = 55 mm

Le = 125 mm




Mc = py x Z

Z =


Mc = 9.1 Kn-m


M = Fv x a



cy = Af y1 + Aw y2 / ( At )

section modulus,mm3

294+37/180

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SUBJECT :


cX X

170.0At = 1207 mm²

yAw = 1207 mm² x1 = 0 mm

0.0 Af = 0 mm² x2 = 85 mm

y1 = 0.00 mm

0.0 y2 = 85.00 mm

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SUBJECT :


y = 85 mm

c = 85 mm


I x-x = 2906858.33333333

section modulus, Z

Z = I x-x / c

Z = 34198 mm³

mm4

296+37/180

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SUBJECT :


297+37/180

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SUBJECT :


A. DESIGN LOAD


B = 150.0 mm B = 260.0 mm

B D = 300.0 mm D = 250.0 mm

T T = 10.7 mm T = 12.5 mm

D h1 t = 7.1 mm t = 7.5 mm

t h1 = 248.6 mm h1 = 177.0 mm

k = 25.7 mm k = 36.5 mm

Ag = 5380 mm² Ag = 8680 mm²


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 76 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



a BEAM A W

Fh = 0 Kn

C1 P e2s

Lp( D-b ) T = 100 Kn s

C2 e2

e1 e1

BEAM B Sg

Fv = 76 Kn






C1 = 25 mm



py = 265 n/mm²

298+37/180

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SUBJECT :


299+37/180

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SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR Fh



Fvb = Fv / Nb1 x s

Nb = nos.of boltsY

Nb = 4 Fmh

Fvb = 19 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 17425 y4 = 0 mm





Fs = 19 Kn

b. TENSION

Ft = T / Nb

Ft = 25.0 Kn





0.10 + 0.33 <= 1.4 Ftot = 45.8 Kn

0.44 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 7.5 mm

300+37/180

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SUBJECT :



0.5 x e2 x t x pbs = 82.5 Kn




301+37/180

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SUBJECT :




d = h1 = 248.6 mm

Lp = 135 mm

W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1458 mm² 4.2.3 ( h )

Pvp = 231.822 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

40

1 x sTp

Q Q

m C

40 Sg








Sw = min.( Tp , t ) = 4.26 mm

use, Sw = 6 mm m = ( W - Sg ) / 2

c = 50.45 mm > e2= 40 mm m = 35 mm

use, c = 40 mm





Q = Mb/n



= 0.024


302+37/180

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SUBJECT :





303+37/180

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SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm Lw




Lw = 270 mm



Lw = 2ee + (n-1)Pe

ee = e2 but <= c + Hd/2 a =0.7Sw = 4.2 mm

ee = 35 mm ( n-1 ) = 1

Pe = s but <= 2c+Hd

Pe = 55 mm

Lw = 250 mm





Pvb = 0.6 x py x Av

Av = 0.9 x A = 0.9 x t x Lp = 863 mm²





ee = e2 but <= c + Hd/2

ee = 35 mm

Pe = s but <= 2c+Hd

Pe = 55 mm

Le = 125 mm




Mc = py x Z

Z =


Mc = 10.7 Kn-m


M = Fv x a

M = 10.6 Kn-m < Mc = 10.7 Kn OK SAFE!


cy = Af y1 + Aw y2 / ( At )

section modulus,mm3

304+37/180

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SUBJECT :


cX X

185.0At = 1314 mm²

yAw = 1314 mm² x1 = 0 mm

0.0 Af = 0 mm² x2 = 93 mm

y1 = 0.00 mm

0.0 y2 = 92.50 mm

305+37/180

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SUBJECT :


y = 93 mm

c = 93 mm


I x-x = 3746211.45833333

section modulus, Z

Z = I x-x / c

Z = 40500 mm³

mm4

306+37/180

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SUBJECT :


307+37/180

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SUBJECT :


A. DESIGN LOAD


B = 150.0 mm B = 280.0 mm

B D = 300.0 mm D = 270.0 mm

T T = 10.7 mm T = 13.0 mm

D h1 t = 7.1 mm t = 8.0 mm

t h1 = 248.6 mm h1 = 196.0 mm

k = 25.7 mm k = 37.0 mm

Ag = 5380 mm² Ag = 9730 mm²


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 87 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



a BEAM A W

Fh = 0 Kn

C1 P e2s

Lp( D-b ) T = 100 Kn s

C2 e2

e1 e1

BEAM B Sg

Fv = 87 Kn






C1 = 25 mm



py = 265 n/mm²

308+37/180

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SUBJECT :


309+37/180

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SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR Fh



Fvb = Fv / Nb2 x s

Nb = nos.of boltsY

Nb = 6 Fmh

Fvb = 15 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 51850 y4 = 0 mm





Fs = 15 Kn

b. TENSION

Ft = T / Nb

Ft = 16.7 Kn





0.08 + 0.22 <= 1.4 Ftot = 30.6 Kn

0.30 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 8.0 mm

310+37/180

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SUBJECT :



0.5 x e2 x t x pbs = 88.0 Kn




311+37/180

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SUBJECT :




d = h1 = 248.6 mm

Lp = 190 mm

W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 2052 mm² 4.2.3 ( h )

Pvp = 326.268 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

40

2 x sTp

Q Q

m C

40 Sg








Sw = min.( Tp , t ) = 4.26 mm

use, Sw = 6 mm m = ( W - Sg ) / 2

c = 50.45 mm > e2= 40 mm m = 35 mm

use, c = 40 mm





Q = Mb/n



= 0.024


312+37/180

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SUBJECT :





313+37/180

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SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm Lw




Lw = 380 mm



Lw = 2ee + (n-1)Pe

ee = e2 but <= c + Hd/2 a =0.7Sw = 4.2 mm

ee = 35 mm ( n-1 ) = 2

Pe = s but <= 2c+Hd

Pe = 55 mm

Lw = 360 mm





Pvb = 0.6 x py x Av

Av = 0.9 x A = 0.9 x t x Lp = 1214 mm²





ee = e2 but <= c + Hd/2

ee = 35 mm

Pe = s but <= 2c+Hd

Pe = 55 mm

Le = 180 mm




Mc = py x Z

Z =


Mc = 13.2 Kn-m


M = Fv x a

M = 13.1 Kn-m < Mc = 13.2 Kn OK SAFE!


cy = Af y1 + Aw y2 / ( At )

section modulus,mm3

314+37/180

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SUBJECT :


cX X

205.0At = 1456 mm²

yAw = 1456 mm² x1 = 0 mm

0.0 Af = 0 mm² x2 = 103 mm

y1 = 0.00 mm

0.0 y2 = 102.50 mm

315+37/180

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SUBJECT :


y = 103 mm

c = 103 mm


I x-x = 5097282.29166667

section modulus, Z

Z = I x-x / c

Z = 49730 mm³

mm4

316+37/180

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SUBJECT :


317+37/180

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SUBJECT :


A. DESIGN LOAD


B = 150.0 mm B = 135.0 mm

B D = 300.0 mm D = 270.0 mm

T T = 10.7 mm T = 10.2 mm

D h1 t = 7.1 mm t = 6.6 mm

t h1 = 248.6 mm h1 = 219.6 mm

k = 25.7 mm k = 25.2 mm

Ag = 5380 mm² Ag = 4590 mm²


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 170 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



a BEAM A W

Fh = 0 Kn

C1 P e2s

Lp( D-b ) T = 100 Kn s

C2 e2

e1 e1

BEAM B Sg

Fv = 170 Kn






C1 = 25 mm



py = 265 n/mm²

318+37/180

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SUBJECT :


319+37/180

of 351




SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR Fh



Fvb = Fv / Nb2 x s

Nb = nos.of boltsY

Nb = 6 Fmh

Fvb = 28 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 51850 y4 = 0 mm





Fs = 28 Kn

b. TENSION

Ft = T / Nb

Ft = 16.7 Kn





0.15 + 0.21 <= 1.4 Ftot = 28.8 Kn

0.36 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 6.6 mm

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SUBJECT :



0.5 x e2 x t x pbs = 63.5 Kn




321+37/180

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SUBJECT :




d = h1 = 248.6 mm

Lp = 180 mm

W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1944 mm² 4.2.3 ( h )

Pvp = 309.096 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

35

2 x sTp

Q Q

m C

35 Sg








Sw = min.( Tp , t ) = 4.26 mm

use, Sw = 6 mm m = ( W - Sg ) / 2

c = 50.45 mm > e2= 35 mm m = 35 mm

use, c = 35 mm





Q = Mb/n



= 0.024


322+37/180

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SUBJECT :





323+37/180

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SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm Lw




Lw = 360 mm



Lw = 2ee + (n-1)Pe

ee = e2 but <= c + Hd/2 a =0.7Sw = 4.2 mm

ee = 35 mm ( n-1 ) = 2

Pe = s but <= 2c+Hd

Pe = 55 mm

Lw = 360 mm





Pvb = 0.6 x py x Av

Av = 0.9 x A = 0.9 x t x Lp = 1150 mm²





ee = e2 but <= c + Hd/2

ee = 35 mm

Pe = s but <= 2c+Hd

Pe = 55 mm

Le = 180 mm




Mc = py x Z

Z =


Mc = 15.2 Kn-m


M = Fv x a

M = 13.2 Kn-m < Mc = 15.2 Kn OK SAFE!


cy = Af y1 + Aw y2 / ( At )

section modulus,mm3

324+37/180

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SUBJECT :


cX X

220.0At = 1562 mm²

yAw = 1562 mm² x1 = 0 mm

0.0 Af = 0 mm² x2 = 110 mm

y1 = 0.00 mm

0.0 y2 = 110.00 mm

325+37/180

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SUBJECT :


y = 110 mm

c = 110 mm


I x-x = 6300066.66666667

section modulus, Z

Z = I x-x / c

Z = 57273 mm³

mm4

326+37/180

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SUBJECT :


327+37/180

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SUBJECT :


A. DESIGN LOAD


B = 150.0 mm B = 150.0 mm

B D = 300.0 mm D = 300.0 mm

T T = 10.7 mm T = 10.7 mm

D h1 t = 7.1 mm t = 7.1 mm

t h1 = 248.6 mm h1 = 248.6 mm

k = 25.7 mm k = 25.7 mm

Ag = 5380 mm² Ag = 5380 mm²


Fv = 60% [ 0.6 x py x D x t ] py = 265 N/mm²

Fv = 203 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 100 Kn



a BEAM A W

Fh = 0 Kn

C1 P e2s

Lp( D-b ) T = 100 Kn s

C2 e2

e1 e1

BEAM B Sg

Fv = 203 Kn






C1 = 25 mm



py = 265 n/mm²

328+37/180

of 351




SUBJECT :


329+37/180

of 351




SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR Fh



Fvb = Fv / Nb3 x s

Nb = nos.of boltsY

Nb = 8 Fmh

Fvb = 25 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 137.5 mm

Ib = 59050 y4 = 0 mm





Fs = 25 Kn

b. TENSION

Ft = T / Nb

Ft = 12.5 Kn





0.14 + 0.16 <= 1.4 Ftot = 21.6 Kn

0.30 <= 1.4 OK SAFE!

d. BEARING


taken as:



t = 7.1 mm

330+37/180

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SUBJECT :



0.5 x e2 x t x pbs = 68.3 Kn




331+37/180

of 351




SUBJECT :




d = h1 = 248.6 mm

Lp = 235 mm

W = 190 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 2538 mm² 4.2.3 ( h )

Pvp = 403.542 Kn


2Ft

FILLET WELD


t35

Ft+Q Ft+Q

35

3 x sTp

Q Q

m C

35 Sg








Sw = min.( Tp , t ) = 4.26 mm

use, Sw = 6 mm m = ( W - Sg ) / 2

c = 50.45 mm > e2= 35 mm m = 35 mm

use, c = 35 mm





Q = Mb/n



= 0.024


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SUBJECT :





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SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm Lw




Lw = 470 mm



Lw = 2ee + (n-1)Pe

ee = e2 but <= c + Hd/2 a =0.7Sw = 4.2 mm

ee = 35 mm ( n-1 ) = 3

Pe = s but <= 2c+Hd

Pe = 55 mm

Lw = 470 mm





Pvb = 0.6 x py x Av

Av = 0.9 x A = 0.9 x t x Lp = 1502 mm²





ee = e2 but <= c + Hd/2

ee = 35 mm

Pe = s but <= 2c+Hd

Pe = 55 mm

Le = 235 mm




Mc = py x Z

Z =


Mc = 19.6 Kn-m


M = Fv x a

M = 17.3 Kn-m < Mc = 19.6 Kn OK SAFE!


cy = Af y1 + Aw y2 / ( At )

section modulus,mm3

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SUBJECT :


cX X

250.0At = 1775 mm²

yAw = 1775 mm² x1 = 0 mm

0.0 Af = 0 mm² x2 = 125 mm

y1 = 0.00 mm

0.0 y2 = 125.00 mm

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SUBJECT :


y = 125 mm

c = 125 mm


I x-x = 9244791.66666667

section modulus, Z

Z = I x-x / c

Z = 73958 mm³

mm4

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SUBJECT :





BEAM TO BEAM WEB (TYPE - 4)

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SUBJECT :

Calculation for Beam To Beam Web Shear connection

A. DESIGN LOAD

SUPPORTED SUPPORTING

MEMBER PROFILE BEAM A : UC 152x152x23 BEAM : VARIES

B = 152.2 mm

B D = 152.4 mm

T T = 6.8 mm

D h1 t = 5.8 mm t = 6.0 mm (min.) Minimum value of

t h1 = 123.6 mm web thickness for

k = 14.4 mm supporting members

Ag = 2920 mm²


Fv = 60% [ 0.6 x py x D x t ] py = 355 N/mm²

Fv = 113 Kn

PLUS




PLUS

3.0 Axial Load, T =

T = 120 Kn

B. BEAM TO BEAM WEB CONNECTION - BEARING TYPE


END PLATE

BEAM A W

Fh = 0 Kn

P e2s

LpT = 120 Kn s

e1 e1

SUPPORTING Sg

Fv = ### BEAM WEB






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SUBJECT :


STEEL GRADE:S355


py = 355 n/mm²

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SUBJECT :






As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR Fh



Fvb = Fv / Nb1 x s

Nb = nos.of boltsY

Nb = 4 Fmh

Fvb = 28 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 0 mm

Ib = 11125 y4 = 0 mm





Fs = 28 Kn

b. TENSION

Ft = T / Nb

Ft = 30 Kn




0.15 + 0.38 <= 1.4 Ftot = 52 Kn

0.53 <= 1.4 OK SAFE!

d. BEARING


taken as:


t = min.thickness ( end plate, web of COLUMN )

t = 6.0 mm


0.5 x e2 x t x pbs = 115.5 Kn

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SUBJECT :



SINCE Pbs > Fs, no need to weld plate on beam web


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SUBJECT :




d = h1 = 123.6 mm

Lp = 125 mm

W = 160 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 1350 mm² 4.2.3 ( h )

Pvp = 287.55 Kn

Shear Force, Fv / 2 = 56.482 Kn < Pvp= 287.6 Kn OK SAFE!

2Ft

FILLET WELD


t35

Ft+Q Ft+Q

35

1 x sTp

Q Q

m C

35 Sg








Sw = min.( Tp , t ) = 5.8 mm

use, Sw = 6 mm m = ( W - Sg ) / 2

c = 36.1 mm > e2= 35 mm m = 35 mm

use, c = 35 mm





Q = Mb/n



= 0.024



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SUBJECT :




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SUBJECT :


E. WELD STRENGTH




ts = 4.2 mm



Lw = 2 ( Lp )

Lw = 250 mm

SHEAR CAPACITY OF WEB WELD = pw ( Lp x ts ) = 231 Kn > 113 Kn OK SAFE!

2. TENSION CAPACITY OF WELD = Le a pw a =0.7Sw = 4.2 mm

Le = 2 L2

L2 = Lp = 125.0 mm

Le = 250 mm

L2

TENSION CAPACITY OF WEB WELD = 231 Kn > 120.0 Kn

OK SAFE!

WELD LINE


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SUBJECT :


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SUBJECT :

Calculation for Shear connection

DESIGN NOTES & ASSUMPTIONS

1. DESIGN LOADS (ULTIMATE) ARE BASED ON CRITERIA INDICATED ON EACH CALCULATION.

2. ALL DESIGN CALCULATIONS ARE MADE ACCORDING TO BS 5950-1 : 2000

3. ALL STEEL MATERIALS ARE S275JR or EQUIVALENT.

4. ALL BOLTS ARE GRADE 8.8

5. WELDING ELECTRODE SHALL CONFORM TO CLASS 42 OR EQUIVALENT.

6. LOCATION OF FORCES ARE AS FOLLOWS :

y-y

Fv C = Axial Load (compression),Kn

T = Axial Load (tension), Kn

Fv = Vertical Shear, Kn

Fh T Fh = Horizontal Shear, Kn

Mx = Moment in major axis,

C Kn-M

x-x

Mx

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SUBJECT :

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SUBJECT :

Calculation for Shear connection

A. DESIGN LOAD

FOR TRANSVERSAL BEAM :

MEMBER PROFILE BEAM : UB457X191X74 COLUMN: 650X12X300X20

B = 307.1 mm B = 300.0 mm

B D = 620.2 mm D = 650.0 mm

T T = 23.6 mm T = 20.0 mm

D h1 t = 14.1 mm t = 12.0 mm

t h1 = 540.0 mm h1 = 594.0 mm

k = mm k = mm

Ag = 22800 mm² Ag = 19300 mm²

1.0 Vertical Shear Load, Fv = 60% shear capacity of beam Steel grade : S275JR

Fv = 60% [ 0.6 x py x D x t ] py = 355 N/mm²

Fv = 1118 Kn

PLUS



Fh = 60 Kn (>75kN/2=37.5kN) top flange of beam

PLUS

3.0 Axial Load, T =

T = 75 Kn

B. BEAM TO COLUMN FL. CONNECTION - BEARING TYPE


END PLATE

BEAM W

Fh = 60 Kn

P e2s

LpT = 75 Kn s

e1 e1

COLUMN FLANGE Sg

Fv = ###





P = 55 mm IN BEARING with conn. part =pbs = 550 n/mm² TABLE 32

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SUBJECT :

STEEL GRADE:S355


py = 355 n/mm²





As =At = 245 mm²

BOLT CAPACITY

IN SHEAR IN TENSION


Ps = 92 Kn Pt = 137 Kn

C. CHECK FOR BOLT

Fv

a. SHEAR



Fvb = Fv / Nb

Nb = nos.of bolts E

Nb = 12

Fvb = 93 Kn5 x s



5 Kn

Fs



Fmh = Mw x Y / Ib



Ib = Nb (X)² + 4 [ y1² + y2² + y3² + y4² + y5² + y6² ] y3 = 27.5 mm

Ib = 130175 y4 = 0 mm

Fmh = 12 Kn y5 = 0 mm




Fs = 99 Kn

b. TENSION

Ft = T / Nb

Ft = 6.3 Kn




1.07 + 0.07 <= 1.4 Ftot = 10 Kn

1.15 <= 1.4 OK SAFE!

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SUBJECT :

d. BEARING


taken as:



t = 12.0 mm


0.5 x e2 x t x pbs = 165.0 Kn




For adequate robustness, the end plate Lp should have a minimum depth of about 0.6 of the supported beam ( BEAM 1 )


d = h1 = 540.0 mm

0.6D = 372.12 mm

assume, Lp = 375 mm

assume, W = 160 mm

END PLATE STRENGTH


Pvp = 0.6 x py x Av 4.2.3

Av = 0.9 x A = 0.9 x Tp x Lp = 4050 mm² 4.2.3 ( h )

Pvp = 862.65 Kn

Shear Force, Fv / 2 = 558.79 Kn < Pvp= 862.7 Kn OK SAFE!

2Ft

FILLET WELD


t35

Ft+Q Ft+Q

50

5 x sTp

Q Q

m C

50 Sg








Sw = min.( Tp , t ) = 12.0 mm

use, Sw = 8 mm m = ( W - Sg ) / 2

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SUBJECT :

c = 29.95 mm < e2= 50 mm m = 35 mm

use, c = 30 mm





Q = Mb/n



= 0.024




E. WELD STRENGTH




ts = 5.6 mm



Lw = 2 ( Lp ) + L1

Lw = 910 mm

SHEAR CAPACITY OF WEB WELD = pw ( Lp x ts ) = 1121 Kn > 1118 Kn OK SAFE!

2. TENSION CAPACITY OF WELD = Le a pw a =0.7Sw = 5.6 mm

Le = 2 L2 L1

L1 = W = 160 mm (L1 not considered)

L2 = Lp = 375.0 mm

Le = 750 mm

L2

TENSION CAPACITY OF WEB WELD = 924 Kn > 75.0 Kn

OK SAFE!

WELD LINE



Shear Connection Design

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