ars of the type indicated, in combination with
longitudinal bars as described, tying together thoroughly the component
parts of the beam in a vertical plane, a marked increase in stiffness,
if not strength, is secured. This being the case, who can gainsay the
utility of the U-bar?

Of course, near the ends, in case continuity of action is realized,
whereupon the stresses are reversed, the U-bars need to be inverted,
although frequently inversion is not imperative with the type of U-bar
described, the simple hooking of the upper ends over the upper
horizontal steel being sufficient.

As to whether or not the U-bars act with the horizontal and diagonal
steel to form truss systems is relatively unessential; in all
probability there is some such action, which contributes somewhat to the
total strength, but at most it is of minor importance. Mr. Godfrey's
points as to fallacy of truss action seem to be well taken, but his
conclusions in consequence--that U-bars serve no purpose--are
impractical.

The number of U-bars needed is also largely a matter of practice,
although subject to calculation. Practice indicates that they should be
spaced no farther apart than the effective depth of the member, and
spaced closer or made heavier toward the ends, in order to keep pace
with cumulating shear. They need this close spacing in order to serve as
an adequate saddle for the main bars, as well as to furnish, with the
lighter "stringing" rods, an adequate support to the slab bars. They
should have the requisite stiffness in the bends to carry their burden
without appreciable sagging; it will be found that 5/16 in. is about the
minimum practical size, and that 1/2 in. is as large as will be
necessary, even for very deep beams with heavy reinforcement.

If the size and number of U-bars were to be assigned by theory, there
should be enough of them to care for fully 75% of the horizontal shear,
the adhesion of the concrete being assumed as adequate for the
remainder.

Near the ends, of course, the inclined steel, resulting from bending up
some of the horizontal bars, if it is carried well across the support to
secure an adequate anchorage, or other equivalent anchorage is provided,
assists in taking the horizontal shear.

The embedment, too, of large stone in the body of the beam, straddling,
as it were, the neutral plane, and thus forming a lock between the
flange and the stem, may be considered as assisting materially in taking
ho