Thank you, I understand completely.
The system is completely symmetrical, thus I will opt for a pin based column and design the bracing against wind only.
Regards,
Kurtis
Thankyou, that was really helpful.
Not sure I understood the ans for 2, i.e. 'If you specify fixed bases for the columns, they are fixed for all loading'
by leaving the column pinned top and bottom, the wind girders would take the moment induced by the cantilever at each column then?
P.S, I...
I have the following two questions. I am hoping someone can confirm a few dilemmas;
I have a 2.6m steel beam cantilever attached at the center of a 15m column.
The column is restrained by tie beams every 4M in one direction , but unrestrained in the direction of the cantilever. ---|-|...
Since it is a top chord of a truss in compression, I just have to check for buckling Nbrd... So you are right, not particularly important in this case.
However, I was in doubt about tw, for section web classification. Since I have always made use of rolled sections.
aa yes so sorry... I meant 5m span between gussets (Nodes).
Am I right to take thickness of web (tw), of the welded built section ]|[ as ;
tw of Channel (9) + Gusset thickness (12) + tw of channel (9) = 30mm
Thanks hokie66
The reactions are equal, except for the edge trusses, where I have a secondary beam on one side, but not the other. So, I am assuming that the suggested solution with the Tee, can be a possible solution, right?
I was not that worried about the continuity of the slope, since I have the top...
I have attached a 'sketch' of a secondary I-beam connected to the web of a top chord node in a truss.
n.b top chord made up of two C sections back to back with 12mm gusset in between.
Anyone familiar with this connection, would you recommend the fin plate configuration as in the diagram...
Thankyou for your help. much appreciated.
Last question, if you don't mid ,
As a top and bottom chord, I am using double channel sections back to back, with a gusset 12mm in between, and battened along the 5 mm span between gussets.
When doing the checks, the thickness of flange (tf) and web...
Thankyou for your help... I understand that it is not as clearly explained as I wanted... But I get your answer. I will be chacking for ltb afterall, since the purlins resting on the secondary beam are not really restraining the beam below it, and even if they were I can have ltb between these...
I have the folowing situation, and I am not sure if the beam I am designing is prone to LTB;
If I have a pin jointed truss, with a back to back channel section upper chord. To the web of this top chord I have a fin plate to which a secondary beam is connected (pinned).
On this secondary beam's...
Thank you for the reply CELinOttowa.
Location of structure is Sicily. wind 23m/s
I forgot to mention that I also have two shear cores and bracing to stabilize the structure in the other direction. I was just trying to avoid having bracing in the 50m direction as it is a glazed facade. Hence...
Hi, I would appreciate any help on my 2 questions about a lattice warren roof truss and the column supporting it. My first time with a large steel structure, and I have some doubts. Picture attached
The Scenario; I have a series of 12 steel warren trusses at 7m bays, the largest spanning 40m...
