he circular hoops
surrounding them. On the other hand, all the columns in which the
hooping was hooked around the individual rods showed materially greater
strength than the plain concrete, although perhaps one should be
excepted, as it was 158 days old and showed a strength of only 2,250 lb.
per sq. in., or 12% more than the plain concrete.[G]

In considering a column reinforced with longitudinal rods and hoops, it
is proper to remark that the concrete not confined by the steel ought
not to be counted as aiding the latter in any way, and that,
consequently, the bond of the outside bars is greatly weakened.

In view of these considerations, it may be found economical to give the
steel reinforcement of columns some stiffness of its own by sufficiently
connected lateral bracing. The writer would suggest, further, that in
beams where rods are used in compression a system of web members
sufficiently connected should be provided, so that the strength of the
combined structure would be determinate.

To sum up briefly, columns and short deep beams, especially when the
latter are doubly reinforced, should be designed as framed structures,
and web members should be provided with stronger connections than have
been customary.

J.R. WORCESTER, M. AM. SOC. C. E. (by letter).--This paper is of value
in calling attention to many of the bad practices to be found in
reinforced concrete work, and also in that it gives an opportunity for
discussing certain features of design, about which engineers do not
agree. A free discussion of these features will tend to unify methods.
Several of the author's indictments, however, hit at practices which
were discarded long ago by most designers, and are not recommended by
any good authorities; the implication that they are in general use is
unwarranted.

The first criticism, that of bending rods at a sharp angle, may be said
to be of this nature. Drawings may be made without indicating the curve,
but in practice metal is seldom bent to a sharp angle. It is undoubtedly
true that in every instance a gradual curve is preferable.

The author's second point, that a suitable anchorage is not provided for
bent-up rods at the ends of a beam, may also be said to be a practice
which is not recommended or used in the best designs.

The third point, in reference to the counterforts of retaining walls, is
certainly aimed at a very reprehensible practice which should not be
countenanced by any engineer.