Steel Designers Manual - TheBestFriend.org

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This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) 400 Worked examples The Steel Construction Institute Silwood Park, Ascot, Berks SL5 7QN Try 150 ¥ 75 ¥ 10 connected by long leg. Code allows angle section with eccentric loading to be treated with a reduced tension capacity as given in Clause 4.6.3. 4.6.2 -'lh'° /50 x 75 x /0 L 4mrn lw/es for 22 mm dia. HSFG bolts 70]I 145 I Gusset Subject Chapter ref. TENSION MEMBERS Design code Made by ASKK Sheet no. BS 5950 Checked by BD Area for reduced tension capacity 4.6.3.1 a1 = 120 ¥ 10 = 1200 mm 2 Gross area Ag = 1910 mm 2 a2 = Ag - a1 = 1910 - 1200 = 710 mm 2 Tension capacity Pt = py(Ag - 0.3a2) 4.6.3.1 Pt = 355( 1900 - 0. 3 ¥ 710) = 598885 N ª 599 kN > 523 kN \ OK \ Use 125 ¥ 75 ¥ 10 Steel Grade S355 b) Bolted connections Area for reduced tension capacity 4.6.3.1 a1 = 120 ¥ 10 = 1200 mm 2 Effective net area Ae = sum of effective net areas ae Here, there is only one element, with net effective area ae = Kean For steel grade S355, Ke = 1.1. an = Gross area - bolt hole = 2160 - 24 ¥ 10 = 1920 mm 2 14 2 4.6.1 3.4.3 ae = 1.1 ¥ 1920 = 2112 mm 2 (Check that ae £ ag) 3.4.3 Hence Ae = 2112 mm 2 a2 = Ag - a1 = 2160 - 1200 = 960 mm 2 Tension capacity Pt = py(Ae - 0.5a2) 4.6.3.1 Pt = 355( 2112 - 0. 5 ¥ 960) = 579360 N ª 579 kN > 523 kN \ OK \ Use 150 ¥ 75 ¥ 10 Steel Grade S355
This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) The Steel Construction Institute Silwood Park, Ascot, Berks SL5 7QN Problem 2 Ae 2x [ai÷[ Effective Area, Ae a1 =71 x 8 =568mm2 a2 =46 x 8 =368 main2 5xa1 1 xa2l 5xaj÷a2J j I Ae = 2 5x568 x [568 1 x368 [5 x 568 368 J I = 1788 mm2 Subject Chapter ref. TENSION MEMBERS Worked examples 401 Design code Made by ASKK Sheet no. BS 5950 Checked by BD Design a double angle tie for the member AB in Problem 1. Assume the use of double angles, connected back to back through a 8 mm gusset. Assume welded connections. Code allows angle section with eccentric loading to be treated with a reduced tension capacity as given in Clause 4.6.3. 4.6.2 Try 2 ¥ (75 ¥ 50 ¥ 8), connected through long leg. Area for reduced tension capacity 4.6.3.2 Gross area Ag = 2 ¥ 941 = 1882 mm 2 2 a1= 2 ¥ ( 75 ¥ 8) = 1200 mm a2 = Ag - a1 = 1882 - 1200 = 682 mm 2 Tension capacity Pt = py(Ag - 0.15a2) 4.6.3.2 Pt = 355( 1882 - 0. 15 ¥ 682) = 631793 N ª 632 kN > 523 kN \ OK \ Use 2 ¥ (75 ¥ 50 ¥ 8) Steel Grade S355 Note: The two angles must be connected at regular intervals. 4.6.3.2 14 3
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