巻号一覧
11 巻 (1970)
- 4 号 p. 127-
- 3 号 p. 91-
- 2 号 p. 35-
- 1 号 p. 1-
11 巻, 1 号
選択された号の論文の3件中1～3を表示しています
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田中 芳則1970 年 11 巻 1 号 p. 1-7
発行日: 1970/04/01
公開日: 2010/02/23
ジャーナル フリーAs the method of the measurement of the crack quantity in rocks, the seismic method is the most available at present. From this point of view, the velocity through a pile of rock or glass plates was measured by the ultra-sonic pulse method under the simple conditions. Regarded such crack model is divided into a solid part and a crack part, and elastically these are element of linear spring combination, the velocity is as follows; in which Vo is the velocity through the no-crack sample and α, β are respectively the thickness ratio and the Young's modurus ratio of a crack part to a solid part. Also, α may be considered to show the relative crack quantity, hence the following expression:
The result of the experiment shows the crack effect on the velocity decreases under wet conditions, large pressure, and in soft rocks.抄録全体を表示PDF形式でダウンロード (1059K) -
岩井田 黎一郎, 前川 良雄1970 年 11 巻 1 号 p. 8-11
発行日: 1970/04/01
公開日: 2010/02/23
ジャーナル フリーThis is a report of geological and soil mechanical researchs for Kamimiito No. 2 Tunnel that is under construction. The tunnel exists at Akechi Town of Mie Prefecture, Japan.
The tunnel length is 115 m and dig section is 1.6m×1.8m.
On the geological view of the site, the tunnel lies a valley between two hills that consist of the heavy weathered granite like soil (socalled, Masa soil) The materials of the inlet and the exit portions are alluvial deposits that consist of mica bearing silt and fine sand layers. The mica rich soils was supplied almost from the hills. [see, Fig. 1]
On account of the layers run with ground water under the excavation, the construction mets with the difficult problem. Against the problem, nine core boring was digged for the researchs of geological conditions along the tunnel route, and also the standard penetration test was done in the each boreholes. [see, Fig. 2, 3]
At the No. 5 borehole, grain size analysed on the core at the depth of 3.0m-3.5m, 5.0m-5.5m and 10.0m-10.5m. [see, Fig. 4.]
As to the permeability tests in the borehole No. 5 and No. 9, the coefficients of permeability K are 5.3 ×10-6 cm/sec and 3.7×10-4cm/sec. And also, the relation of the rainfalls and the ground water levels was measured from June to August. [see, Fig. 6]
According to the results of the researchs, the considerations for the drainage and the ground improvement works was done on the various construction methods, i. e. Open cut, Well point, Sand pile, Chemical liquid injection and Freezing method.
But, none of the methods fit for the ground conditions or for the economical works.
The problem came to the conclusion that the route must took a detour.抄録全体を表示PDF形式でダウンロード (504K) -
磯崎 義正1970 年 11 巻 1 号 p. 12-25
発行日: 1970/04/01
公開日: 2010/02/23
ジャーナル フリーThe island of Miyako is roughly triangular and very flat topography. Geologically, it consists mainly of porous, unconsolidated to partly indurated, coarse-textured limestone, resting on a bed of impervious shale, the Gusukube formation. Stracturally, the island are are tilted blocks separated by normal faults. Faulting occurred toward the end of the Tertiary, shaping the island into a series of parrallel valleys and low ridges trending northwest-southeast.
Due to high permeability of the surface layer and flat topography of the island, natural water supply on Miyako exists mainly in the form of groundwater. Hydro-geologically, the island is divided into five hydrogeologic provinces. The main part of this paper discussed the hydrogeologic provinces.抄録全体を表示PDF形式でダウンロード (2165K)
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