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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?

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.

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...

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?

Is there a way to design the braces-bream-column connections for SCBF with RAM? There is no option to weld the beam to the column, just clip or angle connections than produce fail of the web. Thanks.

Special system per ASCE 7 with inclined columns? Is any special system in the ASCE 7 compatible with inclined columns? Thanks.

KL/r<200 how make SAP2000 omit this requirement on auto-select lists?

Hello, I'm looking for rib stiffeners specifications for non-seismic application. Following the Design Guide 4, I suppose these are only for seismic splices. Is there any other doc that specify dimensions or requirement for non seismic splices with rib stiffeners? Thanks

Hello, I can't find an AISC or RCSC reference for the nut grade required for a F1554 Gr55 Anchor bolt. Even Design Guide 1 says grade A, but it looks inadequate. I appreciate any help you can provide.

I typically refer as connecting Plate, the plate that replaces the inner flange of the members that has the knee on it. In the image below, the rafter, but usually the column. I'm trying to model that connection plate, using a stiffening plate parallel to the inner flange, and then cut the...

Hello, can a doubler plate with gaps on all edges work in a panel zone? I've always seen the doubler going to the flange and weld to it. But if the double is separated from the flanges and stiffener, does it still work? My short answer is not, but someone with an IDEA model including the gaps...

Lateral-Torsional Buckling Capacity of Cantilever I-Beams. I'm lost.. where can I find this capacity? I've found some papers about LTB on cantilever beams but they look so scientific for the problem I'm solving. Where Can I Find?

Hello, I want to discuss the correct configuration of braced lengths in SAP2000 for a spandrel beam used to support a CMU wall. What I think is that the CMU causes the outer flange to be braced so the minor axis would also be braced, but the inner flange is unbraced so the lateral torsional...

Cap plate for Pipe - How can release moments? Typical cap plates for pipes will have bolts around the pipe, is there a way to release moments in that type of cap plate? Thanks.

The following detail from AISC Design Guide 7 shows a gap between runway beams at support. I can't find any reference to how to define or estimate that gap dimension. In that gap, the rail will be unsupported.. is the size of the rail that defines that gap? Thanks.

Hello, Factory Mutual FM uses different assembly numbers for the roof with Bar joists as supports. Does anybody know why bar joist assemblies are classified as separated from other Steel members? Finally, they are concerned with the clip pulling out from the structural element - thickness is...

Hello, I know the KL/r<200 for the full member. But what are the slenderness ratio limits for the individual plates (flanges and web) of a W shape or built-up Shape? I know beyond the Table 4.1 limits they become slender, but is there a top limit for that plate slenderness ratio (b/t, h/tw)?