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Sure I am with you and agree you For us the most important issue is structure, safety and performance, so we offered just two following options 1- Test according to AISC 358 chapter k 2- change the members that do not comply criteria or change welds It is clear that we can not accept any thing...

Dear Engineers Thanks to all for your nice comments and beneficial negotiations I have to say that we are consultant of this project and it is not possible for us to give or not a permission according to engineering judgment or theoretical sketch or traditional analysis! Any document should has...

Your sketch is true at face of the column, also we check shear by plastic moment and value of this shear is clear, so we design dublar plate in column's web to control shear. When a girder play a moment frame role in cyclic loading it will see some rotations and deflections that did not consider...

We Asked this issue from AISC 358 committee and they offered 3 options 1- The contractor could remove and replace the non-complying members. I recognize that this would be very costly and possibly dangerous. However, this solution would bring you into compliance 2- The contractor could burn...

Hi Thanks a lot for your help on this issue, thanks to all At first i want to explain just a little more about our project. Our Structural system is special moment frames in two directions and general arrangement of frames is Tube in Tube system with a rigid core in middle. In external tube ...

So there is not any way except testing according to AISC-358 provisions ? any thing like repairing or retrofitting ? assume this building had built some years ago and web and flange of built up beams connected by fillet welds, there is not any way to retrofit them according to FEMA ?

Dear jdgengineer You are true, there are a lot of issues that are hidden in this problem and another teams are checking legal documents, it has an expert welding inspector but ... :) About CJP, comment of sandman21 is true completely,Connection Type will specify length of protected zone at face...

Thx for your reply Yes, All shop drawings have been submitted and signed by all stakeholders, also they have accepted their's fault but it is not solution, the main question is, what is the best solution?! If we add bolts on flanges or any thing like that, we can not change the criteria that we...

Hi Guys, Recently our company structural engineers team have designed a high rise steel structure with special moment frames system+ special bracing frames which boosted by rotational friction dampers and used WUF-W connection for connecting beam to column. According to ACI-358-16 (PreQualified...

Thanks for your answers Yes sure, we have to combine dead and 0.2*sds*dead In service life of a pinned member we consider dead+live to calculate deflection of beam, but in design of that beam i think we have to include effect of vertical seismic loads and design it with this combination...

Hi guys As you know we have to dedicate vertical effect of seismic loads on elements equal to 0.2DL in LRFD method in both directions. My question is if we want to design and analyze an element with pinned connections like a composite beam in a composite steel deck, should we consider this load...

Hi guys I have modeled a structure with 4stages but complicated just a little bit! until first floor it is integrated but will separated after first one, then i have to define two diaphragm, also they are rigid. 1- is there any way to find force of diaphragm in Etabs?? for example if the shear...