When are Compression Ties Req'd?
When are Compression Ties Req'd?
(OP)
The ACI code specifies spacing and arrangement of lateral ties for compression members in Chapter 7. It specifies that all bars, or every other bar when clear spacing <= 6" be enclosed by lateral ties.
I seem to remember somewhere that ACI defined what a "compression" member was....in other words, you have flexural beams with 0 axial forces and you have building columns with lots of axial forces. Where is the line dividing the two? Isn't there somewhere in ACI something that reads: Compression members are those members with axial loads that create stress in the concrete > some number or some percent?
I seem to remember somewhere that ACI defined what a "compression" member was....in other words, you have flexural beams with 0 axial forces and you have building columns with lots of axial forces. Where is the line dividing the two? Isn't there somewhere in ACI something that reads: Compression members are those members with axial loads that create stress in the concrete > some number or some percent?





RE: When are Compression Ties Req'd?
RE: When are Compression Ties Req'd?
RE: When are Compression Ties Req'd?
RE: When are Compression Ties Req'd?
So much true is the case that I myself heard over 20 years ago the tale of a mason that indicated me he had participated in the 40's in the construction of a 10 story or more tall reinforced concrete structure building, and the columns had NO stirrups. The building is still in use and perfectly standing, but is heavily infilled with attached brick masonry.
Where I live the earthquake acceleration stands per code under 0.04g at ground level, so weak earthquake area fortunately, but we have experienced two or so 5 Richter scale events in these years -enough to stress our things beyond any expected wind loads- without any consequences whatsoever, nor for this named building.
RE: When are Compression Ties Req'd?
RE: When are Compression Ties Req'd?
Thanks for your greetings, and best wishes for all.