It is similar but there is a gusset plate also. See actual site picture.
http://files.engineering.com/getfile.aspx?folder=dff11e3d-c388-420f-a858-e94b557e6c77&file=IMG_0004.JPG
KootK,
Thanks. looks like you were in the same situation as I am now.
How did you calculate joist shoe capacity in your case to carry new loads due to RTU and snow drift?
I am thinking of calculating hat section shoe web shear and web buckling capacity based on CSA S-136 using 2.5 in depth of...
How do we calculate joist seat capacity of an existing steel joist?
The seat in question is 2.5 in deep. The joist configuration is top and bottom chord(1.2 in. depth and 3.5 in wide) is a hat section with pipes(crimped ends)as webs. The end diagonal is a flat bar which is welded to a...
What boundary condition ( Fixed or Simply supported) should be used for a 2.5" thick steel plate welded to W beams( spacing c/c is 2') below with 1/2" fillet weld.
The size of plate is 2'x 2' and it is uniformally loaded.
The plate is welded on 2 opposite sides and free on other 2 sides.
In...
KootK,
Forgot to include in the previous post that the beam ends are simply supported( 18 ft span) on steel piles which are about 10-12" above the ground to support bottom 2 beams ends and about 24" above the ground to support top 2 beams.
To have the whole grillage system to act as a 2-way...
The top beam web is perpendicular to bottom beam web.
There are total 2 beams at bottom and 2 beams sit on top perpendicular to bottom beams. Beams are spaced about 5 ft apart. A large column base plate sits on the top beams.
This is a part of steel grillage foundation which will NOT be encased...
Any suggestion how to provide a moment connection between two steel beams ( one steel beam sitting on top of other beam )so that it can be analized as grid/grillage structure in computer model.
Looking for both bolted as well as welded options.
will providing a diagonal top and bottom plate(...
RichBogovich,
Be careful about the capacities, if you are dealing with HSS sections.
ASTM A500 grade capacity is less than Canadian class "c" or "H" sections.
With A500 steel design thickness= 0.9t, which is less than design thickness=t for Canadian standard.
So A500 size( e.g. 8"x8"x0.25")...
There is not much difference between end results if you design using CISC or AISC.
AISC follows different stability curve ( I think curve 2 or 3 )for columns design while CISC is more inclined to Euro codes in following different curves, so the formulas and results vary slightly.
Also, as far...
JAE/hokie66,
Thanks. I am using Mx+Mxy and My+Mxy in my spreadsheets using the values taken from PCA table for particular b/a and c/a ratio,
but I am not sure why in the example given in "PCA rectangular Concrete tanks 5th edition" the author do not show the addition of Mx and Mxy in the sample...
Does anybody knows why in PCA tables for rectangular tank design example,the calculation do not take into account Mxy( twisting) moment in addition to Mx moment (wood Armer equations)while calculating final design moment/coeff. for vertical steel?
Same is true for horz. steel.
The only place...
TLycan,
See the following thread for my reply for similar query.
It is applicable for your case for steel impact also.
http://eng-tips.com/viewthread.cfm?qid=355042
2jdevine,
See the attached article for calculating the impact force on a parking garage barrier. You can use the same method for your case of truck weight and speed considering zero deflection of your barrier after impact...
