Points 12, 13, and 14._--The writer has never had to consider these
points to any extent in his own work, and will leave discussion to those
better qualified.

_Point 15._--There is much questionable practice in regard to reinforced
concrete columns; but the matter is hardly disposed of as easily as
indicated by the author. Other engineers draw different conclusions from
the tests cited by the author, and from some to which he does not refer.
To the writer it appears that here is a problem still awaiting solution
on a really satisfactory basis. It seems incredible that the author
would use plain concrete in columns, yet that seems to be the inference.
The tests seem to indicate that there is much merit in both hooping and
longitudinal reinforcement, if properly designed; that the
fire-resisting covering should not be integral with the columns proper;
that the high results obtained by M. Considere in testing small
specimens cannot be depended on in practice, but that the reinforcement
is of great value, nevertheless. The writer believes that when
load-carrying capacity, stresses due to eccentricity, and fire-resisting
qualities are all given due consideration, a type of column with close
hooping and longitudinal reinforcement provided with shear members, will
finally be developed, which will more than justify itself.

_Point 16_.--The writer has not gone as deeply into this question, from
a theoretical point of view, as he would like; but he has had one
experience that is pertinent. Some years ago, he built a plain slab
floor supported by brick walls. The span was about 16 ft. The dimensions
of the slab at right angles to the reinforcement was 100 ft. or more.
Plain round bars, 1/2 in. in diameter, were run at right angles to the
reinforcement about 2 ft. on centers, the object being to lessen cracks.
The reinforcement consisted of Kahn bars, reaching from wall to wall.
The rounds were laid on top of the Kahn bars. The concrete was frozen
and undeniably damaged, but the floors stood up, without noticeable
deflection, after the removal of the forms. The concrete was so soft,
however, that a test was decided on. An area about 4 ft. wide, and
extending to within about 1 ft. of each bearing wall, was loaded with
bricks piled in small piers not in contact with each other, so as to
constitute practically a uniformly distributed load. When the total load
amounted to much less than the desired working load for the 4-ft. strip,