Recent content by Lemony

Not sure if this will answer your question, but load on reshores is based on the distribution of subsequent construction loading by stiffness analysis of the structure. You could check out ACI SP-4: Formwork for Concrete for an in depth discussion.

I would look into regional suppliers in your neck of the woods rather than focusing on Vulcraft or Hilti (they will already have those). Find some local manufacturers of industrial structural products and contact them.

I think a response video would be hilarious. Without being too insulting, what are the chances of an ironworker being bloody minded enough to make such a video?

For those who are interested, the concept of load redistribution is addressed in ASCE/SEI 7-05 as 4.8 Reduction in Live Loads. This places rational limits on its use and indicates that it is only applicable to transient loading.

Not what you are looking for, but we always used to do the potato test: you carefully walk out on the ice, you drop a potato from shoulder level, if it goes through you back off slowly.

Rapt, Please refer to ACI 318-08 11.9.4. And again, that is for shear design.

Depends on if you are designing for seismic forces. I believe ACI let's you use 0.8*L if not, but that is for shear. For bending look up the Cardenas procedure.

Keep in mind that at splice regions you are essentially doubling the amount of steel, that gets pretty crowded at 10%. I have always heard the practical limit for efficiency and constructability is 1~5%.

Thanks Flight, I wonder if you have the 14th Edition then. I would think the printings would be getting less typo-e, not more.

I get the feeling that Table B3.2 of ANSI/AISC 360-05 does not exist. I have been through the errata and it makes no mention of it. In "Symbols" on page 16.1-xxxiv of the AISC Steel Construction Manual, 13th Edition, 5th Printing, "My" is said to be defined by Table B4.2. Can anyone clear this up?

ASCE/SEI 7-05 requires a minimum concentrated live load on an access floor system of 2000 lb. The concentrated load is assumed to be uniformly distributed over a 2.5'x2.5' square. The minimum uniform live load is slightly less (100 psf or 50 psf depending on use).

I have had this issue with mathcad as well, you need to normalize the argument to the function first; for sqrt(f'c), use sqrt(f'c*psi).

Hyatt walkway collapse ==> EOR is liable for everyone elses engineering IF someone dies.

As always, f'c should be in psi. If you are using some computing tool with dimensional inputs, normalize the units in the square root and under the power to have units of psi and in^2 after the operations.

Hilti now produces most of their adhesive anchor products with an "SD - Strength Design" variation. This variation is intended to accommodate cyclical and tensile loads. Adhesive anchors are also now covered in ACI-318-11, Appendix D. For best case in tension, adhesive anchors take about a 25%...