cally
queen-post trusses, symmetrically loaded. While the bends in the bars
were apparently not very sharp, and the angle of inclination was much
less than 60 deg., or even 45 deg., it is not easy to find adequate bearings for
the concrete posts on theoretical grounds, yet it is evident that the
bearing was there just the same. The last four beams of the series,
521-1, 521-2, 521-5, 521-6, were about as nearly like Fig. 1 as anything
the writer has ever seen in actual practice, yet they seem to have been
the best of all. To be sure, the ends of the bent-up bars had a rather
better anchorage, but they seem to have managed the shear question
pretty much according to the expectation of their designer, and it is
almost certain that the latter's assumptions would come under some part
of the author's general indictment. These beams would seem to justify
the art in certain practices condemned by the author. Perhaps he
overlooked them.

_Point 7._--The writer does not believe that the "general" practice as
to continuity is on the basis charged. In fact, the general practice
seems to him to be rather in the reverse direction. Personally, the
writer believes in accepting continuity and designing for it, with
moments at both center and supports equal to two-thirds of the center
movement for a single span, uniformly loaded. He believes that the
design of reinforced concrete should not be placed on the same footing
as that of structural steel, because there is a fundamental difference,
calling for different treatment. The basis should be sound, in both
cases; but what is sound for one is not necessarily so for the other. In
the author's plan for a series of spans designed as simple beams, with a
reasonable amount of top reinforcement, he might get excessive stress
and cracks in the concrete entirely outside of the supports. The shear
would then become a serious matter, but no doubt the direct
reinforcement would come into play as a suspension bridge, with further
cracking of the concrete as a necessary preliminary.

Unfortunately, the writer is unable to refer to records, but he is quite
sure that, in the early days, the rivets and bolts in the upper part of
steel and iron bridge stringer connections gave some trouble by failing
in tension due to continuous action, where the stringers were of
moderate depth compared to the span. Possibly some members of the
Society may know of such instances. The writer's instructors in
structural