Recent content by MattJM

Thanks all! This is about what I thought - mixed bag. My first mentor 18+ years ago showed everything on plan, dimensioned even if the architect also showed it, like shower depressions. I guess I still think that way. But I am coming around to the idea letting the typical details and the...

I am wondering what the industry practice is for showing (or dimensioning) thickened slabs under interior CMU partitions. My opinion is that if I need it structurally (I am assuming I do if I want to spend the money to build it) then I should show it structurally on plan. A typical detail...

I agree with dhengr - don't support the rafters; support the thing already supporting the rafters. Slick solution. Would love to see the final detail.

How about this reason: Per ASCE 41 - Flexural capacities (deformation controlled action) must consider the likely strength, which carries a factor of 1.10. Therefore, Mp must be multiplied by 1.10 when I compare this to the shear capacity (a strength controlled action), which uses the lower...

Can anyone shed light on the use of the factor used in the UFC (as follows) for enhanced local resistanc of columns? The purpose is to guard against shear failure below the flexural capacity of a column, so the provisions require that the column be designed for the shear resulting from uniform...

Thanks hokie66 and JAE. ACI commentary on the gamma factors does say it is inteded for slabs without beams. And that is how I design it. However, in theory, a stress concentration is a stress concentration. So when beams are present at the edge (or some other means to handle shears), how do...

I need help in understanding. In general, for punching shear at slabs/columns, I definitely need to be concerned about the total shear force over the total shear area (bo * d). The source of shears are from direct shears and moment transfer. However, in section 11.12.6 of ACI 318-05, I need...

Also ... I understand that stability factors are calculated by for entire storeys or diaphragms, not for individual members. That's why I'm particulary interested in item (C) above - seems if I solve B, I'll solve C! Thanks again Matt

I have a colleague working on a small building where the architect has raised/stepped half of one of the floors by about 2.5 feet. This has created (2) diaphragms where there was one. The engineer decided to model the structure in RAM with an additional storey 2.5 feet above the original...

Sorry. Trying to remove this post. It is in the wrong forum!!

I have a colleague working on a small building where the architect has raised/stepped half of one of the floors by about 2.5 feet. This has created (2) diaphragms where there was one. The engineer decided to model the structure in RAM with an additional storey 2.5 feet above the original...

Thanks all. It is C-R-S-I from now on. BA - I think you know how I spell it - incorrectly! At least I used to.

I understand how trivial this is. For CRSI, I say "Chris-E". My coworker says "Crease-E". Is there a consensus on how to say this non-word?

Thanks. I thought so. CJP all around solves both Q's. Additionally, with web ratholes for my flange CJP, my MP gets somewhat reduced. Do you typically recommend or allow ratholes for flange welding? Thanks again.

I am working on a building whose SLRS is Ordinary Moment Frames. I have additional requirements per the UFC, one in particular has me designing columns considering the loss of lateral support at any floor (i.e. they must be designed for "double height" with a reduced load). I have designed...