By Robert Mark Lawson, R. E. McConnel, Steel Construction Institute (Great Britain)
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Extra resources for Design of stub girders
Job Title Stub Girders Subject Design Example Client Date Made by Apr 92 RML Checked by CALCULATION SHEET Date June 92 JWR Deflection due t:, Vierendeel bending per opening in half span V = shear force at opening Lo = length of opening (to point of contraflexure) ~ Created on 30 March 2011 This material is copyright - all rights reserved. 7mm OK P118: Design of Stub Girders Discuss me ... Job No. The Steel Construction Institute Rev. 47 N/mm2 Created on 30 March 2011 This material is copyright - all rights reserved.
49 P118: Design of Stub Girders Discuss me ... 1 I 1 Job No. Rev. 05 703 kN Created on 30 March 2011 This material is copyright - all rights reserved. 6 X 355 = 213 justN/mm2 OK Design web stgfeners for reaction of 703 kN Use 20 mm thick X 150 mm wide stubs by 8 mm fillet welds. X = Compressive stress 455 mm deep plates welded to the ends of the 703 X ld/(20 X 150) = 234 N/mm2 The stiffener should be checked as in BS 5950: Part l , but the above size is acceptable. 0 X 1600) < 213 N/mm2 OK P118: Design of Stub Girders Discuss me ...
PUB: 118 The Steel Construction Institute 5500 mm2 Created on 30 March 2011 This material is copyright - all rights reserved. 2 - acceptable not However, the top chord will reduce imposed load deflections by about 5%. This calculation nevertheless shows that the total deflection of stub girders is ojlen the limiting factor. The chords would need to be significantly heavier in order to reduce deflections due to self weight. 57 P118: Design of Stub Girders Discuss me ... I I 1 Job No. I PUB 118 Sheet 24of 24 I Rev.
Design of stub girders by Robert Mark Lawson, R. E. McConnel, Steel Construction Institute (Great Britain)