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Try putting in stiffenes modifier for the beam (say x10 stiffness in bending) and see what happens

Something like this. Only green verticals could be in compression and would therefore need to satisfy kL/r<200https://files.engineering.com/getfile.aspx?folder=af54cbb1-f366-4dda-8fa6-45d232d8a4fa&file=IMG_20240804_131900.jpg

+1 If its a short pedestal, steel skid placed directly on existing concrete could be a simpler solution.

@Aesur Cool reference for AWIP Onedeck...Though I see it requieres fastener every 8" which would be very hard sell on any project. I guess some cross bracing would be much cheaper and less hassle than so many fasteners

This would be my choice. "Large" wind loads on front and back would be taken by eaves struts and roof bracing in first and last bay. "LTB" bracing would be done by purlins (and/or fly braces) not pictured on global model. In this scenario cladding is not doing anything (we mostly use insulated...

When dealing with retrofitting of existing structures, some benefits can be gained. Though so far I used it (with ideastatica) only when I was "in my mind" sure the structure is ok, and needed the numbers to prove it. Wouldn expect much from the method though.

@kingnero, What I implied is that noone will make a fuss or even bat an eye if you choose s355 over s235 welding-wise (at least on heavy/industrial projects I work on) Heck, as Gforce one also said, its even hard to find some profiles in s235...most vendors will substitute you s355 for the...

Kingnero, It is quite general statement. Doubt anyone would let me use s355 if preheat was neccessary for 12mm elements. Preheat woes (also quite generaly..just a structural engineer...have IWE guys in house) start at about 30mm :)

Cant blame them. In a way not much has changed over the years. The word for burglar in ancient greece being "wall digger" because of shoddy mud outer walls.

15yrs of European industrial/o&g... Mostly end plates and some double angles for lighter stuff. Never once saw or designed a shear tab.

Seems I am also using 4*t in one-off situations. https://files.engineering.com/getfile.aspx?folder=257f1af7-5956-421c-a4ba-9fd9d98ba24c&file=effect.jpg

140cm

Edgar, your wrath should probably be directed to architect and owner for this building layout...leading to solution above. 25/25cm is not much of a column to connect 9m long hea260 to...so continuoous beam could be an option.

They should come up with a better solution for Anchorage. I would understand leaving the 6" pockets on top of raft if it was a new build...but for this...there IS a better way

26` high cmu in seismic zone? How thick are the walls?

Isnt there a continuous stiffener (top angle) on the other side of shell...on the same elevation as rafters?

FWIW I was involved recently with large PV power plant...those structures are basically canopies, and wind tunnel testing was done for the project layout. Larger "c&c" wind forces were by testing "limited" to happen on 3mx3m area possible to be placed anywhere on the structure. The problem was...

Out of curiosity - why are you using such a large end plate instead of 4 small plates (one for each chord)?

Are you able to refuse work owners bring on (pass it to some subs/associates)? If quality is an issue you 100% have too much work going on. Id hit the beake pedal a bit (loss of profit) until quality/attitude is sorted for the greater good going foreward If you cant do that, Im affraid it aint...

27000 worth of billable hours were uselessly spent on this thread alone :) Just to add something - coming from petroleum/powergeneration background - i cant imagine ever using a truss requering web bracing - didnt know such a thing existed until now :)