will not be excessive, seems to be a more rational method than that
suggested by Mr. Godfrey.

Referring to the tenth and fourteenth points, it would be interesting to
know whether the author proportions his steel to take the remaining
tension without regard to the elongation possible at the point where it
is located, considering the neutral axis of the section under the
combined stress. Take, for instance, a chimney: If the section is first
considered to be homogeneous material which will carry tension and
compression equally well, and the neutral axis is found under the
combined stresses, the extreme tensile fiber stress on the concrete will
generally be a matter of 100 or 200 lb. Evidently, if steel is inserted
to replace the concrete in tension, the corresponding stress in the
steel cannot be more than from 1,500 to 3,000 lb. per sq. in. If
sufficient steel is provided to keep the unit stress down to the proper
figure, there can be little criticism of the method, but if it is worked
to, say, 16,000 lb. per sq. in., it is evident that the result will be a
different position for the neutral axis, invalidating the calculation
and resulting in a greater stress in compression on the concrete.


L.J. MENSCH, M. AM. SOC. C. E. (by letter).--Much of the poor practice
in reinforced concrete design to which Mr. Godfrey calls attention is
due, in the writer's opinion, to inexperience on the part of the
designer.

It is true, however, that men of high standing, who derided reinforced
concrete only a few years ago, now pose as reinforced concrete experts,
and probably the author has the mistakes of these men in mind.