depth and reinforcement of an arch ring are
added to, as the inelastic, hinge-end theory would dictate, as against
the elastic theory, it will strengthen the arch just as surely as it
would strengthen a plate girder to thicken the web and flange angles.

The writer's complaint is not that the theories of reinforced concrete
are not fully developed. They are developed too highly, developed out of
all comparison with the materials dealt with. It is just because
reinforced concrete structures are being built in increasing numbers
that it behooves engineers to inject some rationality (not high-strung
theory) into their designs, and drop the idea that "whatever is is
right."

Mr. Porter has much to say about U-bars. He states that they are useful
in holding the tension bars in place and in tying the slab to the stem
of a T-beam. These are legitimate functions for little loose rods; but
why call them shear rods and make believe that they take the shear of a
beam? As to stirrups acting as dowel pins, the writer has already
referred to this subject. Answering a query by Mr. Porter, it may be
stated that what would counteract the horizontal cleaving force in a
beam is one or more rods curved up to the upper part of the beam and
anchored at the support or run into the next span. Strangely enough, Mr.
Porter commends this very thing, as advocated in the paper. The
excellent results shown by the test referred to by him can well be
contrasted with some of the writer's tests. This floor was designed for
250 lb. per sq. ft. When that load was placed on it, the deflection was
more than 1 in. in a span of 20 ft. No rods were curved up and run over
the supports. It was a stirrup job.

Mr. Porter intimates that the correct reinforced concrete column may be
on lines of concrete mixed with nails or wires. There is no doubt but
that such concrete would be strong in compression for the reason that it
is strong in tension, but a column needs some unifying element which is
continuous. A reinforced column needs longitudinal rods, but their
office is to take tension; they should not be considered as taking
compression.

Mr. Goodrich makes this startling remark: "It is a well-known fact that
the bottom chords in queen-post trusses are useless, as far as
resistance to tension is concerned." The writer cannot think that he
means by this that, for example, a purlin made up of a 3 by 2-in. angle
and a 5/8-in. hog-rod would be just as good with the