I don't think it is an "old school" issue. The established standard of care in the U.S. for many decades has been that shop drawing approval does not include a detailed review of dimensions or quantities. The standard contract forms (e.g. AIA A201 section 4.2.7) also include this same...
kslee1000, that's not universally true. In my experience, the engineer does not review shop drawing dimensions unless they are critical to the design. According to the AISC Code of Standard Practice, shop drawing approval constitutes a confirmation that the fabricator has correctly interpreted...
rapt, I understand the rational for using a stronger floor slab to avoid additional shoring costs. What I am asking is if you have done or seen a comprehensive parametric economic analysis to quantify this or are you just shooting from the hip? Is "10% more reinforcing vs. 3 additional levels...
You say that the slab started experiencing problems "very soon after installation". Was this before the forklift loads were applied? You may have a more serious problem than just pouring the slab too thin. Even if the slab was poured exactly to specified thickness, you may have gotten the...
I asked this same question of Dr. Ronald Cook (author of the provisions) when the CCD method was introduced. His response...
"The limits on length and diameter are simply due to the limits on the test database. There is likely no performance problem associated with using the method for the...
rapt, that's very interesting. Is that just your opinion or have you performed actual cost comparisons of structure vs. formwork with regard to live load reduction?
I used to work for a large structural firm that designed a lot of PT office buildings. Their standard was to always use live...
The building official has to make the call about whether upgrading to current codes is required. Most jurisdictions have ordinances based on the value of the remodel project.
If you think it is a life-safety hazard, as a PE you should recommend appropriate mitigation measures to protect the...
Just be consistent. You can use the higher resistance factors if you use the historically higher ACI load factors (e.g. 1.4D+1.7L). But you must use the lower resistance factors if you use the lower ASCE 7 load factors (e.g. 1.2D+1.6L).
The green book is outdated. The new spec bases the minimum fillet weld size on the THINNER part joined. So the 3/16" weld is acceptable for a 3/8" gusset.
Aside from parsing the code provisions to determine if you can get away with omitting anchorage, you should also consider the Standard of Care. That is, what do other engineers in your region typically do in similar situations? If your peers are using dowels, you better be using dowels (or...
RAM's capabilities are very limited in comparison to Etabs, et al. RAM is a very user-friendly program, but the list of things RAM cannot do is quite long. It is not a true finite-element solver. With a few exceptions, you are limited to simply supported, statically determinate structures. I...
See ACI 530 1.14.2.2.2 and 1.14.3.3. It seems that the intent of the code is to provide a mechanical connection between the wall and all locations of lateral support. You may be able avoid foundation dowels if you provide connection to a slab, but foundation dowels would be easier.
In the U.S., the standard practice for steel connection design varies by region. In the east, most connection design is delegated to the fabricator. In the west, all connections are designed by the Engineer of Record. The western practice stems from old Uniform Building Code seismic provisions.
sdz, do you know of a technical reference for development of threaded rods in concrete? I have never seen research that indicates the development lengths for rebar also apply for threaded rods.
Some jurisdictions allow in-kind repair or replacement as long as the extent of work is below a certain threshold. You would have to check with the jurisdiction to determine their policy.
