Yes....although if the footings are designed assuming the column bases are pinned (i.e. no fixed moments on the footings), shouldn't the frame be modelled this way to get accurate results?
The canadian steel code S16-09 limits lateral deflection of steel industrial buildings under wind load to H/200.
Wondering if designers of pre-fab steel buildings use a more relaxed limit, and if so how it is justified.
CISC Technical Memoradum No. 5 (2002) notes that designing gusset plates for axial compression only greatly overestimates the capacity of the plate, as eccentricity is negleced.
I would think that a moment = force * 1/2 plate thk. in the weak direction would need to be considered.
Is there a...
Looking for a paper, "Analysis of machine foundation
vibrations: state of the art", in Soil Dynamics and
Earthquake Engineering, Vol 2, No 1, 1983.
Have looked around the web......by any chance does anyone know if it is available, preferably in electronic form?
Thanks,
nda22
Thankyou to all for your input.
As I did not have access to a F.E. program last week, I designed 6' wide strips along all four column lines, and reduced the reinforcing somewhat for the 14x14 interior.
A four column footing, columns space 20' each way, supported on a 26' square footing. i.e. edge distance outside columns is 3'-0".
Footing approx. 2'-6" thick, all pedestals are 2'-0" square.
To design for shear & moment by strips, I read in an old textbook that rule of thumb for strip width...
