will take sufficient interest in them to spend the
time to write a treatise on the subject in order to place him right in
the matter.

The writer will confine his discussion to only a few points of the many
on which he disagrees with Mr. Godfrey.

First, regarding stirrups: These may be placed in the beam so as to be
of little practical value. They were so placed in the majority of the
tests made at the University of Illinois. Such stirrups differ widely in
value from those used by Hennebique and other first-class constructors.

Mr. Godfrey's idea is that the entire pull of the main reinforcing rod
should be taken up apparently at the end. When one frequently sees slabs
tested, in which the steel breaks at the center, with no end anchorage
whatever for the rods, the soundness of Mr. Godfrey's position may be
questioned.

Again, concrete is a material which shows to the best advantage as a
monolith, and, as such, the simple beam seems to be decidedly out of
date to the experienced constructor.

Mr. Godfrey appears to consider that the hooping and vertical
reinforcement of columns is of little value. He, however, presents for
consideration nothing but his opinion of the matter, which appears to be
based on an almost total lack of familiarity with such construction.

The writer will state a few facts regarding work which he has executed.
Among such work have been columns in a number of buildings, with an
18-in. core, and carrying more than 500 tons; also columns in one
building, which carry something like 1100 tons on a 27-in. core. In each
case there is about 1-1/2 in. of concrete outside the core for a
protective coating. The working stress on the core, if it takes the
load, is approximately equal to the ultimate strength of the concrete in
cubes, to say nothing of the strength of cylinders fifteen times their
diameter in height. These values have been used with entire confidence
after testing full-sized columns designed with the proper proportions of
vertical steel and hooping, and are regarded by the writer as having at
least double the factor of safety used in ordinary designs of structural
steel.

An advantage which the designer in concrete has over his fellow-engineer
in the structural steel line, lies in the fact that, with a given type
of reinforcement, his members are similar in form, and when the work is
executed with ordinary care, there is less doubt as to the distribution
of stress through a concrete