This section focuses on the compartmental fire of a partial frame of a multi-layer framework. The fire resistance design is undertaken based on the collapse temperature estimation method for partial frames shown in Chapter 2. The risk of succumbing to structural instability is extremely high while the complete collapse mechanism is not formed by the occurrence of buckling of the columns particularly in the case of partial frames, and buckling of the columns is an important phenomenon controlling the collapse temperature of frames. On the other hand, even if in those cases where the stress redistributing capacity of the frame is large, the temperature of the columns or the beams facing the fire compartment becomes high and this leads to their partial collapse. The possibility that this will not result in the collapse of the entire frame (complete collapse) and the possibility that it will recover stability from the motional state, and moreover can withstand fires up to high temperatures, have also been pointed out [8][9]. The philosophy of fire-resistance based on the basic collapse temperature estimation method of the partial frames in the former case takes the design limit to be the ultimate state of a portion of framework or single members alone, which is the collapse point. Since this method ignores the stress redistributing capacity of the entire frame, it is based on the recognition that the collapse temperatures obtained by it indicate the lower limit of the collapse temperatures of actual frames. However, it is not the case that the relation between collapse of a member, collapse of proportional framework and total collapse of an entire framework (structure) have been fully considered, and it can be further noted that the extent which the design limits have allowance relative to a total collapse is unclear. Since considering the stress redistributing action of the entire framework ordinarily increases the degree of the constraints on members, the collapse temperature of the entire framework may rise, but there may also be a chance that this will result in collapse at a collapse temperature that falls below the buckling temperature of the member depending on the course of stress redistribution. The notion of the former, which is to consider the stress redistributing capacity of the frame, interprets this as a problem of high-temperature instability of the frame, and this suggests the possibility of a fire resistance design method for the entire framework. However, the possibility of applying such a method to the wide variety of frameworks has not been fully debated, which means that the current state of affairs has not reached the point where such a method can be utilized substantively in fire resistance design currently in use. To ensure safety during fire disasters more rationally, it cannot be concluded that it is enough to make an assessment based solely on the fire-resistant performance of single