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I'm searching for an exception for Metal Buildings construction.

There are lots of clues on the code say the idea was to apply exceptions to the ordinary systems. Like assigning a Rd (Ro on ASCE7) value.

AISC Design Guide 7 is a good reference also.

Any idea on this?

I'm checking the R001 seismic code for Republica Dominicana and couldn't find ordinary systems as OMF or OCBF are permitted under any exception. Does anybody know if this code has exceptions for ordinary systems?

Which circumstances?

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Tension/compression limits obligate the use of nonlinear cases that do not always run ok. I Can't reduce the K or L on the weak axis because I don't have any bracing on the weak axis. That will produce a wrong design.

None?

Oh sorry. [sadeyes] Yes I was talking about washers. Oups. The main idea is for bolted connections on cold formed material is there any increase in capacity for using a washer on head additionally to the washer that goes with the nut?

Is there a way to use this method with ETABS?

Anybody is suggesting me use double nuts on bolted connections for primary frame of buildings -one under the head of the bolt and one under the nut- Is there any note or recommendation on the AISC codes that prohibits or suggests these can't be done? Thanks.

Do you have a diaphragm tag D1 assigned to that story? Drift required.

Was the option "do you want to reiterate analysis and design" removed onrecent versions of ETABS? Any way to reactivate?

I'm seeing important differences between the endplate calculations/simulations for moment connection using IDEA compared to RAM conn. RAM is given failure for prying action on thin endplates and the same connections are complying with IDEA with some plastic deformation. Has IDEA a way to...

Thanks a lot. I guess this washer can't be part of a prequalified connection for example.?

Excellent Thanks.

Does the backing plate exist (to reinforce the flange column) for a Beam-To-Column moment connection in AISC literature?

Is it possible to do a partial fixed base plate? How? Considering the foundation is capable, is there any way to do a partial fixed base plate for a steel column? I guess if partial something in the connection will yield. Is that safe?

I've found the answer on Design Guide 29.