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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) 620 Composite beams Table 21.5 Comparison of designs of simply-supported composite beams economy by reducing the number of shear-connectors at the expense of a slightly heavier beam than that needed for full shear connection. Elastic design is relatively conservative and necessitates the placing of shear-connectors in accordance with the elastic shear flow. Deflections are calculated using the guidance in section 21.7.8. 21.7.5 Influence of deck shape on shear connection Plastic design Beam data Elastic design No connectors Partial Full shear (BS 5950: Part 1) connection connection Full depth (mm) 536 536 435 435 Beam size (mm) 406 ¥ 140 UB 406 ¥ 140 UB 305 ¥ 102 UB 305 ¥ 102 UB Beam weight (kg/m) 39 46 33 28 Number of 19 mm 50 0 25 50 diameter shear- (every trough) (alternate (every trough) connectors troughs) Imposed load deflection (mm) 7 19 14 13 Self-weight deflection (mm) 14 11 25 30 Beam span: 7.5 m (unpropped) Beam spacing: 3.0 m Slab depth: 130 mm Deck height: 50 mm Steel grade: 50 (py = 355 N/mm 2 ) Concrete grade: 30 (normal weight) Imposed load: 5 kN/m 2 The efficiency of the shear connection between the composite slab and the composite beam may be reduced because of the shape of the deck profile. This is analogous to the design of haunched slabs where the strength of the shear-connectors is strongly dependent on the area of concrete around them. Typically, there should be a 45° projection from the base of the connector to the core of the solid slab to transfer shear smoothly in the concrete without local cracking. The model for the action of a shear-connector placed in the trough of a deck profile is shown in Fig. 21.14. For comparison, also shown is the behaviour of a connector in a solid slab. Effectively, the centre of resistance in the former case moves towards the head of the stud and the couple created is partly resisted by bending of the stud but also by tensile and compressive forces in the concrete, encouraging concrete cracking, and consequently the strength of the stud is reduced. A number of tests on different stud heights and profile shapes have been performed. The following formula has been adopted by most standards worldwide. The
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) - av a. a C a. 0 Cb II gII ;: . C- C 0 strength reduction factor (relative to a solid slab) for the case where the decking crosses the beams is: r p 085 . ba Ê h-Dpˆ£ 10 . for n = 1 = Á ˜ ÷ n D Ë D ¯ £ 08 . for n = 2 p p Basic design 621 Fig. 21.14 Model of behaviour of shear-connector. (a) Shear-connector in plain slab. (b) Shear-connector fixed through profile sheeting (21.15) where ba is the average width of the trough, h is the stud height, and n is the number of studs per trough (n < 3). The limit for pairs of studs is given in BS 5950 Part 3 and takes account of less ductile behaviour when n > 1. This formula does not apply in cases where the shear-connector does not project at least 35 mm above the top of the deck. A further limit is that h � 2Dp in evaluating rp. Where the decking is placed parallel to the beams no reduction is made for the number of connectors but the constant in Equation (21.15) is reduced to 0.6 (instead of 0.85). No reduction is made in the second case when ba/Dp > 1.5. Further geometric limits on the placing of the shear-connectors are presented in Fig. 21.15. The longitudinal spacing of the shear-connectors is limited to a maximum of 600 mm and a minimum of 100 mm.
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