The Houston daily post. [volume] (Houston, Tex.) 1886-1903, 1899-10-15
MANY DEFECTS FOUND.
Report u Export waddelI on San Jaclnto
Street Bridge.
ADVISES CONSTRUCTION OF A NEW ONE
II Metal Could ne Secured mt Henson.
able FiEure-structurc May he
Made 10 Last Another Year.

The report Of Engineer waddell, the ex-
pert engineer who recently inspected the
San Jacinto street bridge, is given in full
below:
!. Austin MINER Esq. c. E.. City Engi-
neer OF Houston, Texas.
Kansas City. Mo-. October Z, 1S99.-Dear
Sir: In accordance with your instructions,
we have examined your San Jacinto street
bridge, and beg to report as follows:
l. The floor beams are dangerously
weak, as the metal therein is strained up
10 Its elastic limit by the street car loads
that traverse the structure.
z. Some Of the truss members of the
draw span near the ends are overstralned
50 or Az pes cent BY ordinary live loads;
and the end panels of the bottom chord
are strained beyond the elastic limit by
the eccentric bending of the end rollera
The center panel of the bottom chord Is
oyerstrained 20 per cent because of eccen-
tricity OF pinholes.
3. The rollers are considerably over
loaded.
4. Tho metal in some OF the main truss
members Is only BIG of an inch thick. so
is liable to rust out quSclsly our limit
ing thickness of metal for an important
highway bridge in your climate would be
3-S OF an inch; and no authority coun-
tenances the use of metal as thin as 3-i6
OF an inch.
8. Two of the panels OF the top chord In
each arm where eyebars are used should
be stiffened so as to resist compression.
because, II one arm OF the draw We're to
receive the maximum live load while the
other arm is unloaded. these chords would
be crippled. However. such condition OF
loading is very unlikely, although of
course, possible.
6. The machinery for turning is too
weak. and the end-hming apparatus is
chmsy and crude
s. The pony truss approach span is es-
seutially and fundamentally weak, for the
unsupported top chords thereof are liable
to buckle at any time under heavy load
The stfffening of these at the panel points
by the web members of the truss is prac-
tically nil.
8. The open faces OF top and bottom
chords and OF inclined end posts are In
adequately stayed by small batten-p plates
spaced about az feet apart instead OF
being stiffened by diagonal lacing.
10. The lower lateral system Is almost
imperative owing TO extremely dnscien-
tiac detailing
IL. The detailing in general is faulty in
the extreme.
u. The bridge turns very slowly and
very hard occupying sometimes an hour
for a single cycle of operations, while five
minutes ought to suffice for we'll de-
sigred bridge.
Now. while the majority OF the truss
members OF the draw span have ample
section, IL would not, on account OF the
Numerous faults just mentioned, be adj
visuble to put In a new floor system and
rectify the most serious defects In the
trnsses and lateral systems, because the
work involved thereby would cost more
than one half the price Of n new bridge.
while the resultant structure would still
be shortlived.
II metal could be bought today at a
reasonable figure. we would advise your
building new bridge at once; butt as the
present price of same Is simply outrage
Gus, We suggest your strengthening the
structure as inexpensively as possible so
as to use II for another year, and having
prepared at once plans for u new bridge
% that yoti will have everything ready to
Z call tor bids as soon MS metal falls to a
reasonable figure.
The repairs thus needed are as follows:
!. Bolt 10 the top OF each door beam
over the whole length between trusses u
10x16 inch pine timber placed on edge,
using staggered bolts spaced about Is
inches.
Q. Put on new timber floor consisting
of pair OF exl4xso inch y. p, stringers
Under each rail tbreaking joint and 3x4
inch y. p. jolsts between and outside OF
them. with S-inch y. p. plank on top. For
the sidewalks Use 3xf2-inch " D. joists
spaced about two feet centres with 2-inch
y. p. pine plank on top.
3. Change the end bearings so as to
bring the support directly beneath the
end pins. and thus relieve the abnormal
bending on the end panels OF the bottom
chords.
4. Duplicate tho operating machinery,
so as to enable moro men to work when
turning.
Ing above the sidewalks OF the pony truss
span and attach the iron trusses rigidly
to same so as to stiffeu them and make
them eafe
Now. In respect to a new bridge, we ad-
wise that you have figured out the approx
innate cost OF new swing span and that
Of small bascule over the stream with
steel trestle over the RAILROAD tracks.
We think that the latter would cost less
than the former. but are not quite sure
However. we know that 1t would be much
more easily, quickly and inexpensiyel,
operated.
II you will furnish US with n complet,
profile of the crossing showing abut
ments. piers, railroad tracks. bulkheads
high and low water, etc, We would b.
pleased to prepare for you free OF charg,
comparative estimate OF cost OF the tw,
types Of structure.
In case that a new bridge be built. tn
substructure would require some repairs
for all the patchwork needs .opointing
and the north abutment would probabi.
have to be entirely rebuilt.
Trusting that this report will meet witt
your approval, we remain. very respect
fully yours. Wnddei & Hedrick,
l1t C0nauYftug En gtuaara