The Telegraph-courier. [volume] (Kenosha, Wis.) 1888-1946, 1913-02-27

by engineers and members OF The
board of education, has caused con-
siderable discussion in the city. Some
people seem to think that the board
is concealing some facts in regard to
the condition Of the building and the
demands for its repair and on this &C.
count the full report of Architect
Hahn and the engineers who examln-
ed the building is given below. Copies
Of this report have been sent to the
building committee of the common
council.
The report follows:
10 Board Of Education,
Kenosha, Wisconsin.
Gentlemen:-
In pursuance Of your request for an
examination of the structural condi-
ton Of the west wing of the Central
school building, the undersigned beg
leave to submit the following report:
In making this examination we have
made as thorough an investigation as
possible from the basement up, assum-
ing that the footings are adequate,
since it was not possible to dig down
to them to ascertain their size Or
condition.
In general the type of construction
used in this wing is very exacting up
on its different parts and the strains
and loads which occur in the different
members do not appear TO have been
adequately provided for. From the
Bottom up to the second hoor the con
struction is comparatively simple and
with the exceptions which are here
after noted sufficiently rigid. The sec
ond floor being entirely free inside,
however, for assembly purposes, the
floor overhead is carried on four plate
girde1s with q span of ffty-two (52)
feet weighing in the neighborhood of
eight go tons each. These girders
do not appear to have been properly
anchored to the brick work upon which
they rest at each end and as they sup
port gymnasium and auditorium
floor above, transmit considerable
vibration thereto.
The walls rise to a height of eight
and half feet over the third floor
level from which point the roof is car
ried on a clear span of ffty-two (52)
feet by four (4) Fink type trusses.
These trusses are of weak design
for use where no rigid abutments are
provided and in the present case have
spread the walls on either side an aver
age of three to three and one-half
incbes.
To take these trusses more in de-
tail will say that in addition to being
OF weak type they appear to have
been weakly constructed. We have
made the following notes concerning
these trusses:
The upper cords which take com
preston load Of so tons are poorly
built and inadequate for the load and
are at present badly sprung-in one
instance as much as ten inches. This
throws unequal stresses into the rods.
the new rods which were inserted be-
ing drawn to a high tension. This
also throws the struts out of line and
tends to warp or buckle the entire
truss, and also gives the purlins a poor
bearing on the stirrups.
The ceiling over the gymnasium or
auditorium does not appear to be at all
supported by the tyusses, being arched
against the side walls in rather novel
uanner and adding considerable thrust
rgainst the walls which are already
oyertaxed This ceiling construction
in general is aimsy and poorly Joined
and of itself creates an unsatisfactory
condition for safety,
AS to the bearing strength Of the
brick walls and piers which support
the loads which are thus entirely held
by them we have made the following
notes:
There does not appear to be sui.
iicient bearing area for the ends Of
the plate Orders which support the
auditorium floor
There does not appeal to be suf-
fcient area to the brick work in piers
and walls which support these girders
and the roof loads above.
The brick walls and piers rest in the
basement upon a rubble stone base.
This ,rubble stone work is difficult to
figure upon in carrying capacity owing
to our having no knowledge of its
solidity and bonding, but placing its
carrying capacity at an apparently safe
figure Of 312 tons to the square foot
these piers average in size about one
third cf the area which would be re-
quired besides being further weaken
ed by having wood hntels built into
them.
The abutnlent at the junction Of