d cause severe shearing
stresses in the concrete surrounding the end of the short bar.

[Illustration: FIG. 5.]

The beam shown in Fig. 5 illustrates the principles stated in the
foregoing, as applied to a heavier beam. The duty of the short
cross-bars in this case is performed by wires wrapped around the
longitudinal rods and then continued up in order to support the bars
during erection. This beam, which supports a roof and partitions, etc.,
has supported about 80% of the load for which it was calculated, and no
hair cracks or noticeable deflection have appeared. If the method of
calculation suggested by Mr. Godfrey were a correct criterion of the
actual stresses, this particular beam (and many others) would have shown
many cracks and noticeable deflection. The writer maintains that where
the concrete is poured continuously, or proper bond is provided, the
influence of the slab as a compression flange is an actual condition,
and the stresses should be calculated accordingly.

In the calculation of continuous T-beams, it is necessary to consider
the fact that the moment of inertia for negative moments is small
because of the lack of sufficient compressive area in the stem or web.
If Mr. Godfrey will make proper provision for this point, in studying
the designs of practical engineers, he will find due provision made for
negative moments. It is very easy to obtain the proper amount of steel
for the negative moment in a slab by bending up the bars and letting
them project into adjoining spans, as shown in Figs. 4 and 5 (taken from
actual construction). The practical engineer does not find, as Mr.
Godfrey states, that the negative moment is double the positive moment,
because he considers the live load either on one span only, or on
alternate spans.

[Illustration: FIG. 6.]

In Fig. 6 a beam is shown which has many rods in the bottom flange, a
practice which Mr. Godfrey condemns. As the structure, which has about
twenty similar beams, is now being built, the writer would be thankful
for his criticism. Mr. Godfrey states that longitudinal steel in columns
is worthless, but until definite tests are made, with the same
ingredients, proportions, and age, on both plain concrete and reinforced
concrete columns properly designed, the writer will accept the data of
other experiments, and proportion steel in accordance with recognized
formulas.

[Illustration: FIG. 7.]

Mr. Godfrey states that the "elastic theory" is worth