huangyhg

timber hanger connections
disregarding load testing...what type of analysis/calculations can be used to justify the, relatively, high loads that light gage timber/hanger connections appear to have? also, what literature
is available in this regard?
thank you,
lextoo
you could use the nds for your nail design values, and the aisi specification for the design of cold-formed steel structural members.
you know how many nail holes you have in your hanger, and the gage of the hanger. you should be able to calculate what loads can be expected.
you can also go to
to: pylko and jheidt--
my question was a little misleading--
what i ,actually, have is a 1/4" thick "u" shaped
metal hanger with an upside down "l" plate
attached to the "u" shaped portion--it is a 1/4" thick
plate assembly configeration...
--the framing is a 6"x18" glulam purlin connecting to
a 10"x30" main beam. the vertical leg of the upside "l"
has 4 --3/4 dia mach. bolt through the plate and the
10" main beam and the horizontal leg of the "l" is bearing
on top of the main beam.--the purlin is bearing inside
the "u"--now, what is the load distribution between
the 4 bolts in the web of the main beam and the bearing
of the horizontal leg of the "l" on top the beam?
personally, i would ignor the top angle contribution, since it is really only used for "fit-up" and size the bolts for the connection load. this is conservative and quick. why there really a need to know the contribution of each?
simpson offers those heavy gage connectors with and without the top flange. i'd check their load tables for the hanger you have and then check for the load without the top flange. that should give you your contribution of each.
alright everybody---you have some good suggestions here--
let me see what i can do with this.......
thanks for your imput.....

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