@article{oai:u-ryukyu.repo.nii.ac.jp:02003363,
 author = {宜保, 清一 and Gibo, Seiichi},
 issue = {21},
 journal = {琉球大学農学部学術報告, The Science Bulletin of the Faculty of Agriculture. University of the Ryukyus},
 month = {Dec},
 note = {ピーク強度(τ_f)は垂直応力(σ)の関数であるばかりでなく過圧密比(n_P)の関数でもある。すなわち次式が成り立つ。τ_f=b+T・σ^n・n_P上式においてnpを先行圧密荷重(P_0)で置き換えると, τ_f=b+T・σ^<n-1>・P_0ここにb, T, nは土性によって決まる定数である。これはP_0の一次関数であると同時に, P_0を一定にした場合のτ_f&acd;σ関係すなわち過圧密領域のセン断強度特性を示す。したがって, 強度定数を求めるためには, 問題にしている過圧密領域のτ_f&acd;σ関係の湾曲部を直線で置き換えて限定包絡線とする。このように, 任意の粘土に対しある限られた範囲のτ_f&acd;n_P関係を実験的に求めることによってその定数が決まるので, P_0が変化した場合のτ_f&acd;σの特性と強度定数を推定できる。, The shear strength line of an overconsolidated clay has a curvature when the shear strengths are determined by undrained tests and plotted against total normal stresses (σ). The degree of the curvature increases regularly with increasing preconsolidation stress (P_0) and overconsolidation ratio (n_p). In this paper the mathematical relationships that exist between the shear strength envelopes and P_0 and n_p are developed. The results are summarized as follows : 1. The peak strength (τf) may be expressed in terms of σ and n_p : ^τf=b^^^- + T. σ^n. n_p where b^^^-, T and n are constants dependent on the degree of overconsolidation and a given soil. 2. Using P_0 as a replacement for n_p, the following expression is obtained : τf=b^^^- + T. σ^<n-1>. P_0 It shows not only the fact that the value of τf is proportional to the value of P_0,but also the relationship between τf and σ for P_0=constant. 3. The constants b^^^-, T and n are therefore determined from τf&acd;n_p relationship in the limited stress range for a given soil, and then the shear strength curves for various preconsolidation stress can be illustrated., 紀要論文},
 pages = {151--160},
 title = {過圧密粘土のセン断強度特性におよぼす過圧密比の影響(農業工学科)},
 year = {1974}
}