This study was performed to clarify which factors affected damage to tame-ike (small embankment dams for irrigation) in Hokudan Town as a result of the January 17, 1995 Hyogoken-Nambu earthquake. Factors were assumed to be : Location (.g., Distance to Epicenter, etc.), Structure (.g., Angle to Nearest Fault, Embankment Volume, etc.), Soil Properties of Embankment, Geology of Dam Site and History (Era of Construction, Repaired, etc.). Multivariate statistical analyses were performed for documentary data (damaged : 181, undamaged : 328). Ordinary statistical analyses were conducted for the data investigated in situ for soil properties of the embankment. The results show that the factors causing damage to dam are : (1) Nearest Fault (Nojima, Mizukoshi and D2), (2) Distance to Nearest Fault (less than 500 m), (3) Distance to Epicenter (approximately to 14 km, which almost agrees with the location of seismic intensity 7 JMA), () Elevation of Dam Site (higher than 100 m), (5) Embankment Volume (the greater the volume the more damage was caused), () Direction of Dam Axis (normal or diagonal to the epicenter or to nearest the fault), (7) Plan View of Dam Axis (3 or axes), () Surface Geology of Dam Site (non-cohesive soil type ground), () Era of Construction (prior to 1891) and (10) Soil Properties of Embankment (sand, not silty sand or gravel, penetration resistance that is 10% smaller than the undamaged dams).

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Two new polyacetylene compounds (, , 12)-1-acetoxy-3-isovaleryloxytetradeca-, , 12-trien-, 10-diyn-14-ol (), and (, , 12)-1-acetoxy-3-(2-methylbutyryloxy)tetradeca-, , 12-trien-, 10-diyn-14-ol () have been isolated along with (, , 12)-1-acetoxy-3-senecioyloxytetradeca-, , 12-trien-, 10-diyn-14-ol (A) from Atractylodes Rhizome (Karabyakujutu). The structures of these compounds were determined on the basis of their spectral data.

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メチルキシレノールブルー(MXB)はアルミニウムまたはベリリウムと反応して,赤紫色または赤色の水溶栓錯体を生成する。各呈色溶液はそれぞれ,pH 2 2～2 5,波長578～583 nmおよびpH 5 ～．5,波長513～517nmにおいて一定最大の吸光度を示す。検量線はアルミニウム濃度～35μ／25mlの範囲で,またベリリウムの場合は10μ！25 mlまで直線性を示し,吸光度0．001に対する感度はアルミニウム濃度20μ／25mzにおいて。 oo16μ／cm2であり ベリリウムの場合は,ooo lzglcmsである。また,アルミニウム錯体およびベリリウム錯体の組成比をそれぞれpH 2．およびpH ．0で検討した結果,いずれめ場合も1：1と推定された。共存イオンについては,アルミニウムの定量に対し,ガリウム塾インジウム,ビスス(III),スカンジウム,トリウム,フヅ化物イオン,シュウ酸イオンが妨害し,ベリリウムの定量に対し,アルミニウム,トリウム,クロム(III),フッ化物イオンが妨害する。なお,アルミニウムとベリリウムを同時に含む溶液について,おのおのを逐次定量する方法を検討した。

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The Beckmann rearrangement of aliphatic ketone oximes, R(CHs)=NOH (R=Et (1); n-Pr (2); iso-Pr (3); iso-Bu ()), with polyphosphoric acid (PPA), polyphosphate ester (PPE), and ester of phosphoric acid (2 P-5 R) was carried out and migratory ratios ((a)/() in eq. (1)) were determined, The results are shown in Fig.1, 2, and 3, respectively.
In Fig.1 and 2, the migratory ratios decrease with reaction time and nearly approach to the ratios of anti-alkyl form/syn-alkylform in benzene(A1) or DMSO(A2)except for (3) (See Table 1). From this fact, it has been found that PPA and PPE are inactive for isomerization of the oximes andanti-alkyl oximes rearrange faster than syn-alkyl ones. ln the case of (3), migratery ratios are smaller than Ai or A2. As acetonitrile is detected by GLC, it is presumed that fission has been occurred simultaneously with rearrangement in anti-alkyl oxime (eq. (3)). In the case of 2 P-5 R, all modes of the reaction arethe same as in above, except that the rate of fission is tnuch faster than that in PPA and PPE.
The reaction of anti-alkyl ketone oximes having a bulky grouphas been greatly influenced by the use of sterically demanding catalysts such asPPA, PPE, and 2 P-5 R.

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By employing an undrained cyclic loading ring-shear apparatus, a series of tests to reproduce the dynamic behavior of the Nikawa landslide induced by the January 17, 1995 Hyogoken-Nambu earthquake, is conducted. The test sample is Osaka-group coarse sandy soil taken from the landslide. The initial stress condition acting on a soil element in the sliding surface is applied to the sample. Based on the seismic records monitored at the JR Takarazuka Station, the input seismic wave is synthesized to reproduce the seismic stress acting on the sliding surface. The test results show that the soil failed due to the dynamic loading of the earthquake. The most important results are the excess pore water pressure generation and the acceleration of shear displacement continuing after the main shock. Combined with the grain crushing at the shear zone and the volume reduction in the drained constant-speed ring-shear test, the mechanism of this landslide is interpreted as, shear displacement causing grain crushing in the shear zone and volume reduction, and then resulting in a localized liquefaction phenomenon, "sliding-surface liquefaction". This geotechnical simulation test provides a reasonable interpretation of this highly mobile landslide.

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The objective of this article is to propose and evaluate a sliding-block model to deal with very large displacements of slopes when a horizontal earthquake is applied. The slip surface consists of two inclinations on which full shear resistance is mobilized. Internal shearing exists along a sub-plane that intersects the angle between the two sub-planes that form the external slip surface. The ratio of the distance moved along the two external sub-planes depends on the inclination of the internal sub-plane. If there is a water table line, undrained conditions are assumed during motion and total stress analysis is performed. The governing equations of motion are formulated, analytical solutions are obtained for some cases, and back-analysis of four well-documented slides is performed.

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This paper is concerned with an extension of a rotational limit equilibrium method for determining the permanent displacements of slopes under seismic excitation. In the proposed procedure, the sliding mass is treated as a rigid rotating body defined by a log spiral trace. Permanent displacements are obtained by double-integration of the equation of motion in a manner similar to Newmark's translational sliding block method. The seismic slope stability analysis is based on the rotational (variational) limit equilibrium approach. This stability analysis was verified with dynamic experimental results obtained from centrifuge model testing. A series of parametric studies was conducted on"unstable"slopes, investigating the effects of soil properties and characteristics of excitation on the magnitude of permanent displacements. The higher the frictional angle, the smaller the permanent displacement of the slope is. Low excitation frequency yields larger slope displacement if the excitation is extended for the same time period of time. The effect of frequency becomes less distinct when a larger value of yield seismic coefficient is used. The proposed procedures produce a rational criterion to evaluate the seismic performance of simple slopes. This criterion is based on permanent displacement limit rather than factor of safety alone.

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The Prins reaction of alloocimene with formaldehyde proceeded smoothly in dichloromethane under reflux in the presence of acetic acid. The reaction products were mainly 2- (2- methy1-1-propeny1)-, 5-dimethyl-5, -dihydro-2 H-pyran [2] and trans- or cis-, 5-dimethy1-5- (-methyl-1, 3-pentadienyl)-1, 3-dioxan, [3] or []. The stereochemistry of the dioxans, [3] and [], was also discussed on the basis of the NMR spectra. The compositions of the products were dependent on the isomer ratio of alloocimene used.

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The objective of this study is to provide a simple yet accurate procedure for the probabilistic stability analysis of an embankment constructed on a soft clay with finite thickness. The analysis is based on the conventional φ_u=0 and circular arc slip surface assumptions.The probabilistic soil profile description with respect to the undrained shear strength within a clay deposit is given first introducing a simple stochastic process. This is shown to be a general expression for the spatial variation of the strength of clays including the conventional deterministic soil profile as a special case. The probabilistic description of the soil profile is, however, transformed into the set of eight different deterministic soil profiles, each of which is a three-layered system with three different strengthes. Through the composition of these multi-layered systems, it is demonstrated that all the possibility in the distribution of a factor of safety can be covered by only eight times of execution of the deterministic, and then, conventional slope stability analysis for eight deterministic soil profiles. From this, the layered system is called in this study an equivalent multi-layered system.The developed procedure is illustrated in the case studies including a multi-failure mode problem, from which the simplicity as well as the accuracy of the proposed method is verified for the use in practical design.

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A band gap prediction model of π-conjugated polymers was constructed using aromatic/quinoid, donor/acceptor, and torsion properties to predict quantitatively the band gap of π-conjugated polymers from properties of monomers. Quinoid stabilization energy (QSE), energy difference between HOMO of donor and LUMO of acceptor, torsion angle in homo-dimer of monomers were used as descriptors of aromatic/quinoid, donor/acceptor, and torsion properties. The neural network, which was constructed by 2 hidden layers with 5 neurons per layer, quantitatively predicts (RMSD = 0.207 eV, R² = 0.885) the band gap of the π-conjugated polymers from descriptors of monomers.

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This paper describes the results of two instrumented axial loading tests on large scale model stone columns, constructed similarly to the prototypes with a technique which employs ordinary pile driving equipment. Kaolin was used to simulate natural soil conditions. Pressure cells and electric piezometers were used to monitor lateral stresses and pore pressures respectively, during loading. A factual report of the data and a direct evaluation with respect to the load-deformation response and the mode of failure of the stone columns is provided. Two deformation models are examined : a triaxial specimen expanding laterally under compression and a skin friction pile. Furthermore, a trilinear load-settlement relation is proposed for design purposes, based directly upon the results of the model tests.

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Based on the recommendations of Berezantzev et al., a new semi-empirical equation for settlement ratio of pile foundations in sand has been derived. The settlement ratios obtained using this equation have been compared with the actual measured values. The comparison indicates that the new equation predicts higher than actual settlement values and is therefore conservative. The new equation is therefore modified in the light of empirical evidence and presented in a generalised form which can be used for square, rectangular, and irregular pile groups. The procedures recommended for the use of the equation in preliminary designs are explained.

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In the seismic analysis of pile foundations the soil is often assumed to be an elastic material and the pressure at the soil pile interface is not limited during the analysis. This may result in a considerable error, as the computed pressure from an elastic analysis may go well beyond the ultimate lateral pressure of real soil. In fact, significant yielding at the soil-pile interface has been observed during real earthquakes, and also in laboratory tests. The yield zone is usually near the ground surface where the effect of inertial force due to the superstructure is higher. This yielding redefines the pile response, and in general cannot be ignored. In order to examine the effects of soil yielding on the internal pile response during earthquakes an approximate analysis is described in this paper which is an extension of a static method developed by the second author (1982) for the analysis of piles subjected to lateral soil movement. This method is then used to investigate the effects of soil yielding on the internal response of piles through a comparative study in which real earthquakes are used. It is shown that for strong earthquakes and heavily loaded piles the soil yielding may considerably increase the amount of maximum pile moment developed in the pile. A marked difference in the effects of yielding on the pile moment and shear is observed and discussed.

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The interaction between a penetrating shaft and the surrounding soil media under impact loading is a frequently encountered phenomenon in geotechnical engineering. Examples of such dynamic soil/shaft interaction would include dynamic pile driving, standard penetration testing (SPT), and dynamic driven rod test. Presented in this paper is a novel approach, based on the principle of dynamic system identification, which enables identification of dynamic soil-pile interaction model parameters. The analytical transfer function, relating the output stress wave forms to the input stress wave forms in the soil/shaft system, is derived using the Laplace and Fourier Transform techniques and the one-dimensional wave propagation theories. A numerical solution algorithm based on a variation of gradient method is coded into a micro-computer based program to solve the frequency-dependent soil-pile interaction parameters (Smith model) : soil damping and soil spring stiffness. To further reduce the amount of computational effort required in the solution of the frequency-dependent dynamic soil properties, it is suggested that the solution be obtained for the first-mode natural frequency of the measured stress waves. The results obtained from this simplified solution algorithm, when compared with both numerical simulations and controlled laboratory tests, are reasonably acceptable. The proposed parameter identification technique offers a viable alternative data interpretation procedure for deducing pertinent Smith model parameters used frequently in pile driving analysis.

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アロオシメン[1]([la]と[lb]の混合物)とアクリル酸メチル[2]との付加反応について検討した。
付加体はガスクロマトグラムに本のピークを示した。精留,溶出および分取ガスクロマトグラフィーを利用して各成分を分離し,主として核磁気共鳴スペクトルによって,t-2(2メチル1プロペニル), t-5-ジメチル-3-シクロヘギセソr-1カルボン酸メチル[3],オ2(2メチル1プロペニル), -5ジメチル3シクロヘキセンr-1カルボソ酸メチル[],-2(2メチル1プロペニル), t-5ジメチル3シクロヘキセンr-1カルボン酸メチル[5],および2(2メチル1プnペニル), -5ジメチル3シクロヘキセンr-1カルボン酸メチル[]として,それぞれその構造を決定した。
アロオシメン(,,,一体[la]:,Z一体[lb]=,35.,3:64,7の混合物)と[2]との付加反応においては,原料ジエソの約40%が消費されて,付加物[3],[],[5]および()が28,2:1 :3. :66.2の比で得られた。この場合,未反応油には[lb]のみが回収されて[la]の残存は認められなかった。したがって[la]の方が[lb]よりも反応性が大きいと考えられる。
[lb]と[2]の反応の場合にも[3]～[]の付加物を生成し,その生成比は3,7;17,5:72,2:.であった。この場合,少量生成物の[3]と[]は主生成物の異性化の結果ではなくて,[2]の存在下で[lb]が[la]に異性化したあと付加反応を起こして生じたものと考える。

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The syntheses of (S)-13-hydroxy-(2, , )-tetradecatrienoic acid (1) and (2, , Z-tetradecatrienoic acid (2) were carried out by using the Wittig reaction as the key step. The asymmetric center at -13 and the double bond between - and - for natural compound 1 were reconfirmed as being of (S) configuration and , respectively. The relationship between the structure of the unsaturated hydroxy fatty acids and their inhibitory effect on the growth of lettuce was investigated.

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Two new partially saturated tricyclic ring systems, , a, 7, , , 10, 10a, 11-octahydro-11-oxodibenz [, ] oxepins (3a and 3), and -thiepins (a and ) were synthesized. Compounds a and were desulfurized to give a pair of isomeric 2-methylbenzoylcyclohexanes (10a and 10). Deuterated a and (11a and 11) were prepared starting from butadiene- (12). The stereochemical features of 3a (trans), 3 (cis), a (trans) and (cis) are compared with those of 10a, 10, 11a and 11 on the basis of proton nuclear magnetic resonance data.

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The Gujarat earthquake in India occurred in January, 2001, and caused significant damage in the province of Gujarat. The Japanese Geotechnical Society sent a small reconnaissance team to the damaged region after the quake. The present text presents the report from this activity. The major attention of the team was focused on geotechnical aspects of the damage which were related to earthfill dams and harbor land fills. It was found that a significant portion of damage was concentrated in fills resting on soft natural soils. Swedish weight soundings which were conducted at two places demonstrated the existence of such a soft subsoil. From this, it was concluded that amplification of earthquake shaking as well as the permanent deformation in the soft foundation soil induced such kinds of damage as subsidence, cracking, and lateral spreading in overlying artificial fills. For the better seismic resistance of those affected fills during future earthquakes, the improvement of soft subsoil seems essential.

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