Shear resistance and design of stainless steel plate girders in fire

Structural response and design of stainless steel hollow section columns at elevated temperatures

“…where ρ is the local buckling reduction factor as determined by Eqs. ( 15) and ( 16) [17], and β and φ are auxiliary coefficients as provided in Table 1.…”

“…where fy,corner and fy,flat are the yield strengths of corner regions and flat regions and A and Acorner are the full crosssection area and the total corner area including the extensions of 2t into the flat regions. For the sake of generality, the reference room temperature 0.2% proof strengths fy * used in the proposed design rules can be expressed by: According to the new cross-section fire design methods developed in [17,18], all stainless steel cross-sections are classified into two classes: 'non-slender' and 'slender', on the basis of their elevated temperature cross-section slenderness or plate element slendernesses 𝜆 ̅ p,𝜃 , replacing the traditional four-class cross-section classification system in the room temperature design standard EN 1993-1-4 [19]. The stainless steel CHS/EHS is classified as a 'non-slender' cross-section, if its elevated temperature cross-section slenderness 𝜆 ̅ p,𝜃 is not greater than the threshold slenderness 𝜆 ̅ p0,𝜃 .…”

“…The threshold slenderness 𝜆 ̅ p0,𝜃 used in the cross-section classification for stainless steel CHS/EHS in fire is determined by Eq. ( 9), where η is the recommend auxiliary coefficient as given in Table 1 [17]. 7), but σcr is the elastic local buckling stress of the plate element at room temperature as determined by Eq.…”

Local buckling response and design of stainless steel hollow sections at elevated temperatures

“…Isothermal analyses were performed for all the studied members, considering elevated temperatures θ between 300°C and 700°C . More details about the considered aspect ratios, cross-section slendernesses and member lengths are described in [1,2].…”

“…For stainless steel hollow sections subjected to combined compression and bending in fire, a linear interaction relationship between the cross-section axial compression resistance Nfi,t,Rd and bending resistance Mfi,t,Rd is adopted in the proposals of Quan and Kucukler [1,2] for the determination of the cross-section resistances in line with the proposals made in [5] for individual stainless steel plates. Thus, the cross-section resistance can be assessed as given by:…”