ACI 318 - Older Version
ACI 318 - Older Version
(OP)
I am looking at an older copy of ACI 318. It is from the '70's. Incredibly thin, I might add!!
For the flexurl and axial loads chapter, it doesn't seem to have a lot of the information I would have expected. There is no formula for a maximum axial load that accounts for the minimum eccentricity (similar to the 0.8 factor in today's code on top of the phi factor).
Are you just expected to use the principles of mechanics of materials to determine the allowable compressive load? I noticed that there is a minimum eccentricity specified in this code, but it looks similar to the current requirements (although I believe it is slightly higher).
Can anyone provide any insight?
For the flexurl and axial loads chapter, it doesn't seem to have a lot of the information I would have expected. There is no formula for a maximum axial load that accounts for the minimum eccentricity (similar to the 0.8 factor in today's code on top of the phi factor).
Are you just expected to use the principles of mechanics of materials to determine the allowable compressive load? I noticed that there is a minimum eccentricity specified in this code, but it looks similar to the current requirements (although I believe it is slightly higher).
Can anyone provide any insight?






RE: ACI 318 - Older Version
RC
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RE: ACI 318 - Older Version
Readily available calculators and computers have allowed more sophisticated problem solving.
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RE: ACI 318 - Older Version
I believe that ACI 318-63 introduced the engeering world to "Ultimate Strength Design", which we now call Strength Design. That code did not have a commentary. The load factors have changed and more "stuff" to check has been added but the basic principles really haven't changes for 45 years.
The current ACI 318 code is more like a text book but without example problems.
RE: ACI 318 - Older Version
While they talk about the idea that the factors (0.8 for ties columns and 0.85 for spiral columns) correlate very closely to the minimum eccentricities of 0.05h (for spiral columns) and 0.1h (for tied columns), the only real difference I see is that before they introduced the additional factor of 0.8/0.85, ACI didn't recognize a compression only member. Is that an accurate assessment?
RE: ACI 318 - Older Version
RE: ACI 318 - Older Version
The short answer to your question is:"yes, that is probably accurate".
For the explaination that you probably want, the text book, "Design of Reinforced Concrete,Seventh Edition" by Jack C. McCormac & James K. Nelson, Chapter 9 goes through where the equations in the Code came from.
I hope that this helps.