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Article Design of Single Plate Shear Connections

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Please see

Article Design of Single Plate Shear Connections

Dear Dr. Chiad,

Thank you for your answer. I would appreciate it if you can tell me the page number of your suggested paper in which it addreses the question that I presented. Because I could not find any information in this regarding.

Bests.

Hi, dear Iranpour.

One of the main problems in steel beams are the lateral and torsional buckling as you know. In my opinion, one of the important functions of any connection is to provide a little stability to the flexural compressed flange of the beam. Although this connection is very simple, presenting the most ductil behavior among others, (almost like a pinned-end); there are minimum requirement to make it stable while there is no other parts mounted yet (no plates, slab, deck or even other beams which help to make a set of pieces sharing this job/function of provide stability). However, once these other parts are mounted and put together, such that the compression beam flange cannot move anymore, this function is unnecessary. Therefore, I follow this rule because this requirement comes from erection (assembly) needs.

I don't know if there is other reason.

Hello Dr. Alvarenga,

Thank you so much for your answer.

It should be noted that shear tab connections carry a small amount of moment to their support and they do not behave as a real pinned connection.

Your attitude about the placement of shear tab at the upper part of the beam web was interesting and helpful for me.

I would appreciate it if you can provide me a reference in this regarding.

Hi again, Iranpour.

You can find similar explanations in some old books about Steel Structures. I read so much in the past, then, sometimes, I don't remember exactly where something is, but I can foresee the way.

I give you some names or authors, where I suspect that you can find this tip printed. Firstly, the AISC Detailing Manual, from 1975 or 1978, some part of commentary of AISC or even in the AISC Journal. Some other direction is the well known books of W. McGuire (Steel Structures, 1968) and of B Johnston (Stability Design Criteria for Metal Structures III Ed.) or TV Galambos (same, IV Ed), etc.

I must say that this recommendation (i.e. to put the connection more close to the compression flange) was given for the double web angle type. But the same apply to the single plate, the reason is the same. However, as the recent research has type as "obsolete" everything which has more than 5 years old, then many technology details and knowledge are lost. In my research, I never work in this way, I do the opposite. I always try to see everything that had being produced before, including read the papers, not only see or copy the references from other authors. Sometimes, you can dangerously discover that the things typed as NEW, has actually more then 20 years, with computer cirurgy and some make up, to become beautiful and shining again.

Good luck.

Dear Dr. Alvarenga,

Thank you again for your time and consideration.

I wish all the best for you and your future endeavors,

Amin Iranpour

Having the the support near the top flange helps with LTB stability. Usually the load is applied at the top flange so the second-order torsional moment is reduced. See attached.

The three inch is to avoid the toe.

Luca

Dear Luca,

Thank you so much for your answer. I think your answer confirmed Dr. Alvarenga's point of view (previous answers) and it was really helpful. Your picture also clarified the issue. I appreciate your time and consideration.

Best regards,

Amin