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to my opinion, the best way is to have bracings in the plane of the lower chords between the loaded truss and one of the adjacent trusses

please keep in mind that EUROCODE 3 clause 5.2.6.2 permits in-plane buckling lengths for the non-sway mode when second-order analysis is performed. Pls. also refer to SSRC guide(3RD edition) which supports the same method, but the EC3 takes imperfection forces into account while SSRC does not.So...

can anybody give a really good hint to model a no-compression member in linear sap2000 analysis

ijr eurocode 3 allows k=1 if second order analysis is made,but you have to take some fictitous lateral loading into account.also check ssrc guide on this subject.

dear colleagues, in order to take column buckling lengths equal to unity and use AISC-ASD design procedures, can we use pdelta analysis taking notional forces into account arising from imperfections and shall notional forces be included in pdelta combination in conjunction with dead and live...

dear colleagues, in order to take column buckling lengths equal to unity and use AISC-ASD design procedures, can we use pdelta analysis taking notional forces into account arising from imperfections and shall notional forces be included in pdelta combination in conjunction with dead and live...