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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) Analysis 827 holding-down bolts should not exceed pygZg, where Zg is the elastic modulus of the gusset and pyg is the design strength of the gusset (pgy � 270 N/mm 2 ).When the effective area of the baseplate is less than its gross area, the connections of the gusset should be checked for the effects of a nominal distribution of bearing pressure on the gross area as well as for the distribution used in the design. 27.2.2.3 Beam bearing plates Bearing plates at beam seatings are required to distribute the beam reaction to the masonry support at stress levels within the capacity of the masonry and to ensure that the web-crushing capacity of the beam is not exceeded. The distribution of bearing stresses under the plate is extremely complex although simplifying assumptions are usually made in appropriate cases. The bending of the plate, shown in Fig. 27.9 in the direction transverse to the beam, will depend on the stiffness of the beam flange and the fixing of the flange to the plate. It is usual to assume that the position of maximum bending is the outside edge of the root of the web and that the plate carries the whole of the bending. In the longitudinal direction, shown in Fig. 27.10, the deflection and rotation of the beam due to its loading will cause a concentration of bearing at the front edge and, depending upon the load from above the bearing, a possible lifting of the back edge of the plate. It is often assumed, therefore, that the distribution will be either trapezoidal or triangular; possibly the triangle may not reach the back of the bearing. If it is expected that the front edge concentration will be high the plate is set back from the front of the pier as shown in Fig. 27.11. This is to reduce the possibility of spalling at the front of the pier but also has the advantage of applying the beam reaction more centrally to the masonry. A method of assessing the rotation of the bearing has been proposed by Lothers. From this a more accurate estimate of the stress distribution can be made. The method, however, can only be applied in cases of isolated masonry piers and is dependent on the homogeneity of the masonry. It may be justified in cases of very heavy beam reactions provided the workmanship in constructing the pier can be reasonably guaranteed. 27.3 Analysis 27.3.1 Bolt forces The area required to transmit the compressive forces under the baseplate is calculated at the appropriate bearing strength of the concrete. The stress block may be assumed to be rectangular with a maximum stress of 0.6 fcu where fcu is the char-
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) 828 Foundations and holding-down systems Fig. 27.9 Beam bearing Fig. 27.10 Pressure under bearing plate (1) beam exaggerated rotation • padstone beam bearing plate padstone with rag bolts masonry
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