Those 4 examples you gave seem like micromanagement to me. They are all conservative assumptions, no? Sure, you're probably the better engineer, but nobody is going to die from those 4 examples. I think people need some space to do their own thing.
Why don't you want them to design it? I think you'll have a hard time finding an engineer that uses metal plate connected wood truss design software and doesn't work for a truss fabricator. I'm not sure if a truss fab shop would want to build it if they weren't responsible for the design...
Why would someone want an above ground pool made of concrete? Seems expensive, but maybe this is a high-end specialty thing. Above ground pools are usually made from galvanized metal walls/posts and a plastic liner.
If it has to be concrete I'd probably do a waterstop at wall/base...
My office does it basically the same way with a few differences:
No special symbols for PL and L
PL 3/8"x4"x0'-7"
L 3-1/2x3-1/2x1/4x0'-6"
No inch " marks on welds, and no .at the end of abbreviations.
We're trying to communicate to a steel fabricator, so we try to match their standards...
I have done some engineering with them, and didn't enjoy it. The problems from an engineering perspective are:
1. You don't know what materials and sections you are dealing with. Any time you are trying to reuse something for a different use, it's more difficult for the engineer than just...
Table 1604.3 in the IBC has a deflection limit for "brittle" finishes of L/240, and L/120 for "flexible" finishes. (This is with regard to an interior partition wall). "Brittle" and "flexible" don't seem to be defined anywhere. Is there somewhere I'm not looking that defines these terms...
Maybe it depends on what kind of foundation we are talking about. If it is isolated footings under individual columns, I don't see how providing minimum and maximum reactions (load combinations) could be a problem.
I can see where if it is a mat foundation or something similar the maximum and...
The engineer should be able to do it himself, but I see some metal building suppliers print the reaction envelopes for each column. I always appreciate it. The code dictates the load combinations. The building supplier is designing the building for these combinations. Why not just print the...
I appreciate all the responses. The fabricator is also working closely with the owner on this project and preferred HSS trusses. I will definitely need to work with him on constructibility. If a splice is required I think HSS is out.
I don't see the need for CJP welds. What is wrong with...
I have a client that basically wants a 90ft span runway beam for a 7.5 ton crane. I'm thinking of making it out of an HSS truss. I know I have to add lateral bracing, but other than that are there any major pitfalls anyone sees? Has anyone done something similar to this before?
I'm a...
