*3.2. Stage II (LCIA-Life Cycle Inventory Analysis): Determination, Collection and Analysis of the Required Data*

Physical and computational data (Materials and geometry).

The selection of the shape and dimensions of the halls adopted for the analysis was determined, assuming the typical solutions encountered in practice and the optimization work of steel frames [12,54]. The considered structural systems of halls consist of transverse flat frame structures connected with each other by bracing systems. In the analysis below, the transverse structural systems were examined, adopting, for their general stability, the buckling lengths that correspond to the node spacing of the longitudinal and transverse bracings of the halls [55]. This study did not analyze halls with a cooperating roofing made of a corrugated sheet (with the so-called diaphragm) as systems with an increased degree of difficulty in disassembly, which makes them less useful for the needs of multiple assembly. However, this does not prejudge the use of such solutions.

The following geometrical parameters of the bars and the design parameters of the hall nodes were adopted, which created the following flat static diagrams (Figure 2):


**Figure 2.** Research diagrams of steel halls.

Material data:


Technical parameters for the adopted research models:

	- height H = H1 + H2 [m], (H1 = 4.5 m, H2 = 1.5 m).
	- frame spacing S = 5.0 m.
	- variable span, the same for each scheme, from L = 12.0 m to 48.0 m.
	- foundation level hp = 0.80 m. p.p.t.,
	- soils with low bearing capacity (Pd—Id = 0.3, ϕ = 15o, ρ = 1.65 t/m3),
	- strong soils (Pav—Id = 0.60, ϕ = 31o, ρ = 2.00 t/m3).
	- data for the steel skeleton (as of 03.2022) [43] (initially adopted to be produced with the material 12.76 euro/kg, assembly 1.5–3.5 euro/kg, material 8.50 euro/kg);
	- for reinforced concrete foundations (workmanship, material)—100.00 euro/m3, the execution with the material was initially adopted.

In the present study, it was assumed that the welds maintained the boundary conditions for individual frame nodes [56]. The welds were dimensioned for extreme crosssectional forces at individual stages of structure operation, in accordance with [57,58], assuming the minimum weld mass [58–62] as the main optimization criterion. The indeformability of the substrate was assumed in the calculations. The welds were dimensioned for extreme nodal forces resulting from the load combinations adopted for the calculations.

	- C16/20 (B-20) concrete and A-I steel were adopted.

Calculation of MASH construction costs:

The valuation of the structural elements of the halls, along with their assembly and disassembly for each of the stages of construction, was made on the basis of:

