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Up til now I have got a lot of what could I get from a forum thanks for all you guys and I will be working on all of your professional advice including getting mentoring, definitely its the real structural behavior for which we have to model the design not just our own assumption .

Aright guys I give you information about that structure. It is a skylight which is supported by steel tubes It has the following specs. a). 5.5m x 5.5m area b). Steel tubes 100x100x3mm( Both Sides), c). The distance between two beams (tubes) is 1.65 on an average, d). Wind Load 0.85 KPA...

OK on more thing can we assign releases where extrsordinary values of moments are coming at the ends?

So, rb1957 do you mean that whenever the moment is released,if there is a welded connection, the capacity of the member is to be increased because it has to carry greater moment all by itself because it cant transfer it & where the welded connection is not supposed to be behaving properly...

Thanks for guiding me Ron but I have asked such an amature question (ok I admit I am an amature) because I have seen a design in which moment releases are assigned all over in a welded connection by a senior designer. Now thats why I have asked this question because I know a welded connection...

Dear all my question is that how to be sure that in the member where release is assigned is not transfering the moment to other member, I am dealing in steel structure with welded connections? Because sometimes if you not add release the software will give failed member result.

"If you restrain the beam against moment you don't have a beam" . Do you mean that beam is a member which has to carry moment and its the design code which limits it up to the permissible limits, otherwise it won't remain a beam it may become a tension or compression member. SteelPE Please...

Thanks SteelPE, what should I do to fully restrain the beam against moment?

The contracting guys demand to do it fast where there is a narrow window of time pressed upon by the client. So, at that time I always want that the contracting section should be aware that this design could be economical if there would have been more time. Sometimes they understand but...

Steel PE, I am trying to restrain it against lateral torsional buckling with the bottom flange fully restrained.

The structure is in Jeddah, Saudi Arabia & AISC code is being considered. The beam span is 5.5 meters. The skylight is inclined which is supported by hollow steel tubes with all four sides supported by concrete slab. Actually the contractor hasn't constructed the concrete up stand at the lower...

I have to design a steel I-beam which is placed on a concrete slab upon which (I-Beam) load of skylight has to come. I want to take advantage of bottom concrete surface on which beam is placed directly. So, where can I give the command of fully restrained member to Staad? Second should I design...

Yeah you are right Ron. I have made an effort to over design the structure so that if the structure needs any future changes in the design (which will definitely happen), there can be a compensation in the margin of economy relative to the initial design or simply we don't have to pay from our...

Yeah you are right Ron. I have made an effort to over design the structure so that if the structure needs any future changes in the design (which will definitely happen), there can be a compensation in the margin of economy relative to the initial design or simply we don't have to pay from our...

The structure has to carry the cladding load on it,the cladding has 0.5mm thick aluminum sheets between which an inert core is sandwiched. The client has mentioned that all the calculations has to be carried by the contractor. Our company is basically a Building Envelope fabrication and...

I forgot to mention that the structure has to carry load of 4mm composite aluminum cladding having a weight of 5.5 kg/m2 both top and bottom. The 1st canopy is supported by a column of 800x800mm, the second one is supported by cables of 24mm @ 8 meters apart and the 3rd one is fully cantilever...

Dear all I have a task to design a steel structure for 3 canopies with the following specifications 1. 25x15 meters 2. 75x8 meters & 3. 700 Sq. meters (Overall) The design is relatively in the initial stage and its just been demanded by our estimation section in order to give price of an...