I have run into similar problems with freeze/thaw exposure categories in Texas, Louisiana and California. The way that the categories are described in ACI most exterior foundations could be considered F2. I'm in MN so we deal with F2 all the time but the last thing you want is to try to force...
Thank you @dauwerda! This condition is not a slip joint, the pole is bolted at the joints. If what the fabricator proposes meets the requirement of 7.2.3 am I able to check the pole strength based on Chapter 5 or do I need to consider a reduced strength of the pole since the seam weld is only...
Can someone please explain to me what the last sentence in section 7.2.3 of ASCE 48-19 means? It states "Longitudinal seam weld shall have 60% minimum penetration (except as specified in Sections 6.3.4, 6.3.5 and 6.4.1 in this standard)." I understand that the exceptions listed require full...
This particular case is actually at my house. I'm a structural engineer and we are remodeling and they had to reinstall a couple of windows because the bond beam lintel over them was failing so it was replaced with an LVL lintel. There is only room for a double 2x between the windows and the...
Do the values listed in the NDS account for the amount of defects allowed for each grade of wood? Specially I'm wondering about waning. I have some 2x6 studs that were near capacity for the code required loading and one of the studs has substantial waning (section is missing from where bark...
As far as I know, we are being asked to design the entire substation to meet the requirements of the California building code (not just the control house). I have asked if it's possible to talk to the building official to get clarification but I haven't been told I can yet. I have heard about...
I have been designing the steel and foundations for wind and solar substation across the country for 10 years now and am very familiar with the previous version of ASCE 113. We just got the new version of ASCE 113 last week so I'm working on understanding the changes. Our client for...
The mix ID listed on the test report from the testing agency doesn't match the approved mix ID. They're close so I'm not sure what the change is but assuming they're the same (which I'll have to confirm) the design strength of the mix was 5000 psi (which they didn't meet). We don't need 5000...
The piers are 4' diameter x 23'. There is some inspection and testing on site (hence the caught the high temperature) but the project is an electrical substation so there's no building official to hold anyone accountable (only a really picky owner who will surely backcharge them for reduced...
I have project in Texas where the concrete test revealed that the concrete temperature of at least one of the trucks was 98 degrees F during the pour. The contractor was 3/4 into pouring multiple large piers and decided to use the concrete to finish the pour even though the temperature exceeded...
Thanks human909. I'll look into Inventor Nastran more. We don't currently use Inventor in our office but the electrical engineer we work for uses Inventor to model all the structural steel so perhaps that will speed things up some. We will definitely try to qualify the bid to exclude the FEA...
I'm looking for recommendation regarding structural finite element analysis software for designing simple steel structures for an electrical substation. We have a client (an electrical engineer) that we have been designing substation structures and foundations for that is looking to bid on a...
I don't have a picture of one of the decks that I have designed but it's very similar to the one below which I found online. The 5 psf dead load is conservative. The aluminum decking is 2.2 psf. The joists are less than 1 psf effective. These decks aren't overly large (approx. 5.5'x8.5') so...
I appreciate all the responses and welcome anyone elses input on this subject.
With regard to the combination of dead load and wind, there is very little difference between 0.6DL and full DL because the decks are aluminum. The actual dead load is less than 5 psf.
We have been designing prefabricated aluminum decks for a local fabricator for a few years now. If you drive around any metropolitan area you have assuredly seen hundreds of these decks as they are all over mid-level wood constructed housing units. You know, the ones with the hanger rods at...
If Lpile is supposed to use working loads, which makes sense to me because foundation movement usually governs the design, should the NESC 250B case be considered without the overload factors? It seems like 250B is an ultimate load case given the OLF and I've seen published documents that refer...
I'm reposting this thread to this forum as I don't know that it will be seen in the industry forum.
I have some follow up questions to a thread that has been closed for a while as I'm looking at the exact same condition. The thread is thread593-417476: Column Embedment into Base Plate.
The...
