. The theory of the flexure and strength of rectangular flat plates applied to reinforced concrete floor slabs . be different from this ^dthout any change in the belts of re-inforcing rods. It is hardly possible for any other form of frame-work to be substituted for this which will exhibit the same rigidityof connection between it and the colunni as do the elbow rodsembedded in the column and bent over radially in the slab so asto make the colunm and slab integral with each other by meansof this common reinforcement. Any reduction of the stiffness ofconnection between column and frame-work of
. The theory of the flexure and strength of rectangular flat plates applied to reinforced concrete floor slabs . be different from this ^dthout any change in the belts of re-inforcing rods. It is hardly possible for any other form of frame-work to be substituted for this which will exhibit the same rigidityof connection between it and the colunni as do the elbow rodsembedded in the column and bent over radially in the slab so asto make the colunm and slab integral with each other by meansof this common reinforcement. Any reduction of the stiffness ofconnection between column and frame-work of head results in in-creased tipping of the head under eccentric loading of the slab. OTHER SYSTEMS 57. Fig. 4. Eccentric loading is any loading of one panel differently fromanother. Tipping of the head increases some deflections at theexpense of others, and increased stresses in some of the reinforcingrods at the expense of others, and so requires some additionalreinforcement. Such a frame-work is illustrated in Fig. 4, whichmerely rests upon the top of the column without the support ofmetallic connection with the vertical column rods. It consequently^affords less resistance to tipping under eccentric loads than whenstiffened by such metallic connection. 2nd. The ground plan of the reinforcing belts may remain un-changed but part only of the belt rods may be carried at the topof the slab over the column head, while the rest of them are carriedthru under the head at the bottom of the slab. This modificationof design, when a sufficient number of rods go over the head toresist the negative bending moments there, is very uneconomicalof steel, because in the case where they all go over the
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