Regarding the cracking and collapse of the early apartment blocks (especially Nikkyu company flats and building No. 30), we came to the conclusion that, unlike architects today, the designers were more concerned with vertical than horizontal forces. This is because bar arrangement techniques were developed in the United States and France where earthquakes are very rare. The Kahn bar ceased to be used after the Great Kanto earthquake (1923), but it was used in the Nikkyu company flats and the beams have cracked where they meet the posts. The bars were exposed on the lower face of the beams. This probably occurred because the concrete was not sufficiently deep and the aggregate was not properly distributed so that the concrete in the lower part of the beam hardened without aggregate. Furthermore, the lack of a proper throating allowed water to rest on the lower edge of the beams , added to which it is, of course, easier for concrete to fall the unsupported lower edge of a beam, rather than the sides when the reinforcing bars get rusted. Anyway, insufficient lower bars were the fatal defect of these beams and they were cracked at both ends in every case. One of the reason for this cracking at either ends of the beam is insufficient anchoring length. Our statistical research on this point is insufficient for us to draw firm conclusions, but it seems almost impossible to make the anchoring longer during repairs involving changing the reinforcing bars and re-covering. However, no expansion joints were made in the beams and at the junctions of the bridges or the staircases between buildings, and the anchoring is short at these positions as well. It is noteworthy that the change in level formed in the top surfaces of beams and slabs in order to create the transition from an unfloored to a floored space which is characteristic of traditional domestic arrangements in Japan, weakened the building structurally. Many of the specially shaped beams, particularly in building No. 30, fell down (or were removed beforehand) and had to be reinforced by applying section steels. The weakness at the junctions of the cantilevers is not discussed here because it was described because it was discussed in section 1.