Technical Lateral Buckling, Stress and Strain Analysis with assumed A=Ael, Jz=Jzall, Eel= Ec, Epl= Esc of Semi-slender Thin-walled Cylindrical Pinned Column made of Steel St35

The paper continues and discusses the next case of the method of the Technical Stability Theory (TSTh) of loss of stability of lateral buckling in elastic-plastic states of semi-slender columns axially compressed by a force. It is again assumed that in the critical elastic-plastic transverse cross-section there are the elastic and plastic parts of the area. Here it is assumed that in the elastic-plastic transverse cross-section, only the elastic part of the transverse cross-section of the column keeps the resistance, i.e. the transverse cross-section area A= Ael. It is taken under consideration the entire moment of inertia of a cross-section area Jz= Jzall and is also assumed that the elastic modulus, which features the elastic static moment Szel, equals the compress modulus Eel= Ec, as well as the plastic modulus, which features the plastic static moment Szpl, equals the secant compress modulus Epl = Esc. The next assumptions are that the compress modulus Ec and the secant compress modulus Esc are varying with the slenderness ratio Lambda, i.e. Eel= Ec(Lambda) and Epl= Esc(Lambda), taken from the experimental research, and next, that they also are varying with the transverse cross-section area A, i.e. Eel= Ec(Lambda,A) and Epl= Esc(Lambda,A). The graphs of the functions of the curved axes, their slopes, deflections, stresses and strains of the thin-walled cylindrical column D45x1x545 mm with slenderness ratio Lambda= 35 as well as the critical compressive stresses depending on the cross-section areas A and slenderness ratios Lambda are presented as the theoretical examples with the new assumptions and compared to the results obtained from experiments with thin-walled cylindrical columns made of steel St35.