middle. This was the most satisfactory
showing of all the columns, as the failure was extended over nearly the
full length of the column.

TEST NO. 5.

Marks on column--none.

Reinforcement--eight 7/8-in. bars vertically.

Hoops spaced 10 in. vertically.

Outside diameter of hoops--14-1/2 in.

Wire spiral as before.

Load at failure--1,100,000 lb.

Ultimate load--1,130,000 lb.

Remarks.--The main point of failure in this, as in all other columns,
was within 2 ft. of the top, although this column showed some scaling
off at the lower end.

In these tests it will be noted that the concrete outside of the hooped
area seems to have had very little value in determining the ultimate
strength; that, figuring the compression on the core area and deducting
the probable value of the vertical steel, these columns exhibited from
5,000 to 7,000 lb. per sq. in. as the ultimate strength of the hooped
area, not considering the vertical steel. Some of them run over 8,000
lb.

The concrete mixture was 1 part Alpena Portland cement, 1 part sand,
1-1/2 parts buckwheat gravel and 3-1/2 parts gravel ranging from 1/4 to
3/4 in. in size.

The columns were cast in the early part of December, and tested in
April. The conditions under which they hardened were not particularly
favorable, owing to the season of the year.

The bands used were 1-3/4 by 1/4 in., except in the light column, where
they were 1-3/4 by 3/16 in.

In his remarks regarding the tests at Minneapolis, Minn., Mr. Godfrey
has failed to note that these tests, faulty as they undoubtedly were,
both in the execution of the work, and in the placing of the
reinforcement, as well as in the character of the hooping used, were
sufficient to satisfy the Department of Buildings that rational design
took into consideration the amount of hooping and the amount of
vertical steel, and on a basis not far from that which the writer
considers reasonable practice.

Again, Mr. Godfrey seems to misunderstand the influence of Poisson's
ratio in multiple-way reinforcement. If Mr. Godfrey's ideas are correct,
it will be found that a slab supported on two sides, and reinforced with
rods running directly from support to support, is stronger than a
similar slab reinforced with similar rods crossing it diagonally in
pairs. Tests of these two kinds of slabs show that those with the
diagonal reinforcement develop much greater strength than those
reinforced directly from support to suppor