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Mr. Tutt reported that further results were now available. These were for 215 mm thick walls, similar in size and shape to those already reported, and for 'C' shape walls, i.e. walls supported on both horizontal edge and one vertical edge. These new results are given in Table 1.
In this paper some important conclusions are drawn from a limited number of 1/3 scale tests. Some of these are dependent on the use of a scale factor, which the authors took as ƒÄ = 1.2 when comparing their test results on a 62 mm thick model with
calculations of shear capacity to CP 1 10. This should be 1.3 for 150 mm slabs according to Table 14 in the February 1976 Amendment to CP 110. Furthermore, this table is applicable only to the practical range of slab thickness down to 150 mm. The relevant scale law from beam test results (4ãh) would indicate that a ƒÄ value of 1.5 is appropriate for 62 mm slabs. Thus the 25% increase in ultimate shear stress proposed in the paper corresponds to the effect of neglecting the scale factor difference between 62 mm and 150 mm slabs.
The importance of the slab/column connection
Mr. W. J. Mackenzie (Slough Estates Ltd): The company I represent is a major customer of the building industry. Furthermore, being a repeat customer, it is rather more discerning and critical than many of the one-time buyers who come to the profession and to the industry for a building. We have, for some time, felt dissatisfied with the performance of the industry. The company is paying more and waiting longer for buildings, and the resulting product is inferior to what can be bought overseas, as regards both specification and aesthetics. The general standard of buildings on industrial estates around the country is poor and compares unfavourably with standards elsewhere in the world. It is essential for the customer to demand higher performance and to express his dissatisfaction.