Working on a project that has performance specifications for both D110 and D115 specs. Our D115 spec language requires bonded tendons throughout. The D115 tank guy doesn't like this requirement because it adds cost to their tank. I understand their consternation, but I really don't know if we...
Working on a project that has performance specifications for both D110 and D115 specs. Our D115 spec language requires bonded tendons throughout. The D115 tank guy doesn't like this requirement because it adds cost to their tank. I understand their consternation, but I really don't know if we...
I'm going a bit off memory here, but I think the stress distribution into a soil is a bulb kind of shape. If your column loads are low enough the actual stress imparted into that soft zone could be relatively small.
David, I assume you mean PE test needs to be more difficult? If they made the SE test that much harder no one would pass.
I agree with you on the PE though. That test was a joke when I took it.
I took and passed the SE about 10 years ago now. I can't imagine taking that test using references on a computer. Yuck. But then again I'm very much a crack open a hard copy of the code book type of guy.
I've completed several building assessments in my career. With those we always issued a report summarizing our results including identifying and usually attempting to classify deficiencies (serious, minor, etc.). Some of the assessments I completed had previous assessments that had been done...
What StressGuy said. High concentrations of H2S overwhelm the nose and you won't smell it. That's why you need an H2S monitor because you won't know you're in danger using your nose.
I wouldn't try to justify this based on the existing building code. With proper analysis adding a 4th floor may be acceptable but not just by simply citing a section in the IEBC.
KootK, I'm not sure adequate information exists to even do an analysis. I think this is a case of wanting to only say the 4th story existed before it was fine we are going to put it back and still be fine.
If there are sufficient drawings to analyze the building assuming ordinary concrete...
I don't think I like this. The main thing that gives me pause is the fact that the rebar detailing is not likely to provide sufficient ductility to prevent significant damage or collapse during a design seismic event. I think you are taking on a large amount of risk here. I'm generally a...
If a PE licensed has lapsed, you do not have a professional engineer license. I don't think there is any interpretation at all in that question.
I think reinstatement of lapsed licenses vary by state. I let mine lapse in Wyoming years ago because we had other engineers licensed in there. A...
I agree with a lot of the responses here and I wouldn't touch this.
In order to do this correctly, the fee if is going to be pretty high as geotechguy1 indicates. Unfortunately, there are a lot of engineers that have no problem writing a letter just to make a buck.
We use SST all the time for aluminum connections. 304 or 316 depending on the location. I actually think aluminum and stainless are very close on the galvanic reaction scale so it's not too much of an issue.
IMO this isn't Ron's problem. The EOR needs to define the location of the load and design the attachment. There are likely dozens of different fall arrest systems that could be used. If the EOR needs additional plys or a certain wood type to get the connection to work he needs to stipulate that.
I agree with the external brace option. Shouldn't be too hard to install something like that. I'm thinking some concrete dead man w/ cables and then maybe limit the environmental conditions that the building can be occupied, ie wind speed no more than 20 MPH. Should not be that hard to...
