end of a bar will develop only
a small part of the strength of the bar, and, of course, should not be
relied on where the depth of penetration is inadequate; and, because of
the necessity of efficient anchorage of the reinforcing bars where one
member of a structure unites with another, it is believed that in some
instances economy might be subserved by the use of shop shapes and shop
connections in steel, instead of the ordinary reinforcing bars. Such
cases are comparatively few, however, for the material in common use is
readily adapted to the design, in the ordinary engineering structure,
and only requires that its limitations be observed, and that the
designer be as conscientious and consistent in detailing as though he
were designing in steel.

This paper deserves attention, and it is hoped that each point therein
will receive full and free discussion, but its main purport is a plea
for simplicity, consistency, and conservatism in design, with which the
writer is heartily in accord.

S. BENT RUSSELL, M. AM. SOC. C. E. (by letter).--The author has given
expression in a forcible way to feelings possessed no doubt by many
careful designers in the field in question. The paper will serve a
useful purpose in making somewhat clearer the limitations of reinforced
concrete, and may tend to bring about a more economical use of
reinforcing material.

It is safe to say that in steel bridges, as they were designed in the
beginning, weakness was to be found in the connections and details,
rather than in the principal members. In the modern advanced practice of
bridge design the details will be found to have some excess of strength
over the principal members. It is probable that the design of reinforced
concrete structures will take the same general course, and that progress
will be made toward safety in minor details and economy in principal
bars.

Many of the author's points appear to be well taken, especially the
first, the third, and the eighth.

In regard to shear bars, if it is assumed that vertical or inclined bars
add materially to the strength of short deep beams, it can only be
explained by viewing the beam as a framed structure or truss in which
the compression members are of concrete and the tension members of
steel. It is evident that, as generally built, the truss will be found
to be weak in the connections, more particularly, in some cases, in the
connections between the tension and compression members, as