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The syntheses of (S)-13-hydroxy-(, , )-tetradecatrienoic acid (1) and (, , Z-tetradecatrienoic acid () were carried out by using the Wittig reaction as the key step. The asymmetric center at C-13 and the double bond between C- and C- 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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Water soluble organic compounds (WSOC) in airborne particulate matter (PM) have received considerable attention in recent years due to their abundance and their importance in atmospheric processes. The analysis of WSOC is necessary for quantifying the relative contribution of individual organic compounds to the total WSOC mass. In the present work, we evaluated the performance of a microwave-assisted extraction (MAE) method for the determination of WSOC in PM and compared the data with those of a conventional ultrasonic extraction (USE). The experimental results showed that the MAE method requires a shorter extraction time ( min) compared to USE. The isolated water-soluble organic fraction of PM was subsequently analyzed using ion chromatography (IC) for low molecular weight organic acids. The rapid MAE method was used in conjunction with IC for the analysis of organic acids in PM samples, collected from different sources.

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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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The boundary element method expanded in frequency domains is presented to analyze the dynamic interaction between an embedded flexible rectangular foundation and soil with consideration of the obliquely incident waves. Numerical results describing the influence of the flexibility of the foundation on the dynamic responses of the foundation due to obliquely incident waves indicate that the flexibility of actual foundations can diminish the reduction of translation responses and increase the rotational responses in the high frequency range. These phenomena are more conspicuous as the embedment ratio is larger and the value of the wave velocity ratio of the soil and the foundation approaches to unity. When the high frequency components of the input ground motion are important and the basement has higher flexibility (for example

2v_s

/₁v_s >0.

4

), the analysis method which considers the basement as a rigid foundation may lead to unsafety estimations and the estimation of the flexibility of the foundation is necessary as analysing the effective input motion with consideration of the incident waves.

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Two effective cytochrome P450 (CYP) inhibitors were isolated from tarragon, Artemisia dracunculus. Their structures were spectroscopically identified as ,-undeca-,-diene-,10-diynoic acid isobutylamide (1) and ,-undeca-,-diene-,10-diynoic acid piperidide (). Both compounds had dose-dependent inhibitory effects on CYP3A activity with IC₅₀ values of 10.0 ± 1.3 µM for compound 1 and 3.3 ± 0. µM for compound , and exhibited mechanism-based inhibition. This is the first reported isolation of effective CYP inhibitors from tarragon (Artemisia dracunculus) purchased from a Japanese market.

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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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-Benzyl--chloro--mercapto-3 (H)-pyridazinone (1) was heated in ethanol under reflux for 10 hours to form concurrently , 7-dibenzyldipyridazo [, - : ', '-]-1, -dithiin-1, 6 (H, 7H)-dione (Ia) (57% in yield) and , -dibenzyldipyridazo [, - : ', '-]-1, -dithiin-1, (H, H)-dione (IIa) (14% in yield). Assignment of the two products to the corresponding structures is established by their physico-chemical constants and chemical behaviors. The concurrent formation of the dipyridazo [, - : ', '-]-1, -dithiin-1, 6 (H, 7H)-dione and the -1, (H, H)-dione were observed in, not only heating -chloro--mercapto-3 (H)-pyridazinones (1-3) in polar solvent, but warming -mercapto--chloro-3 (H)-pyridazinones (-6) in the presence of potassium carbonate in DMF. For the interpretation of the reaction, keto-thioketo carbenes as active intermediate species and a reversible interconversion among them are suggested on the basis of the fact that there was nonexistence of an equilibrium between the two compounds, such as Ia and IIa, under the reaction condition and a trapping keto-thioketo carbene species as -phenylimino--benzylpyridazo [, -d]-1, 3-dithiol- (H)-one (IVa) (14% in yield) along with the major products, (Ia) and (IIa), was furnished by warming 1 with phenylisothiocyanate in the presence of triethylamine in dry benzene. On the contrary, participation of a reversible interconversion between Ia and IIa, to a considerable extent, with the concurrent formation of them in the case of benzylation of either Ib or IIb, by warming with benzylchloride in the presence of potassium carbonate in DMF at 80°, might not be neglected, because an attempted approach to an equilibrium between Ia and IIa in a similar reaction condition except the use of benzylchloride realized, whereas non-existence of an equilibrium between Ib and IIb in the similar reaction condition was observed.

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Two new polyacetylene compounds (, 6, 12)-1-acetoxy-3-isovaleryloxytetradeca-, 6, 12-trien-, 10-diyn-14-ol (), and (, 6, 12)-1-acetoxy-3-(-methylbutyryloxy)tetradeca-, 6, 12-trien-, 10-diyn-14-ol (C) have been isolated along with (, 6, 12)-1-acetoxy-3-senecioyloxytetradeca-, 6, 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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The performance of single pitch and multi pitch screw anchors during the application of installation torque is presented. An experimental testing program was conducted using five models of screw anchors with different geometry. The effect of the shape of the screw element, sand properties, and installation depth on the required installation torque value was examined. A theoretical model was developed from which the required installation torque value can be calculated in terms of the influencing factors. The required installation torque can be determined in terms of the ultimate uplift resistance calculated from any of the available theories. Based on the actual installation torque value measured in the field, the anticipated pullout capacity can be back calculated from the present theory. A comparison between theoretical and experimental results showed good agreement. Also, good agreement was observed when the present theoretical results were compared with the available field results reported in the literature.

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The need to model the behaviour of piled foundations during serviceability state has required a lot of attention paid to analytical methods, in order to consider the interaction between piles and the sorrounding soil. Among the simplified approaches, the concept of"interaction factors"introduced by Poulos (1968) which takes into account the influence of loading on a pile on the settlement of an adjacent pile is relevant. This note aims to develop an analytical expression for the interaction factor, taking into account the soil non-linear response. The expression, relevant for floating rigid piles, is derived assuming a linear variation of shear modulus G with radial distance and finally is used to model the case record of a -pile group.

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A mixture of two monoterpenes was obtained as the opisthonotal gland secretion from unidentified Histiogaster sp. A096 (Acari: Acaridae), and their structures were elucidated to be ()-dehydrocitrals[(,)- and (Z,)-3,7-dimethyl-,,6-octatrienals] by GC/MS, GC/FT-IR, UV and ¹H-NMR spectra. Both isomers of ()-dehydrocitral prepared by syntheses in steps from 3-methyl--butenal with 34.% yields (based on the ylide) were separated by column chromatography into the (,)- and (Z,)-3,7-dimethyl-,,6-octatrienal. Mass spectra together with GC retention times of the purified natural ()-dehydrocitrals were identical with those of synthetic (,)-3,7-dimethyl-,,6-octatrienal and (Z,)-3,7-dimethyl-,,6-octatrienal. The geometry at the -C position of both synthetic ()-dehydrocitrals was confirmed by NOESY analyses. This is the first identification of ()-dehydrocitrals from the animal kingdom.

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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 D), () 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), () Embankment Volume (the greater the volume the more damage was caused), (6) 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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Stress wave theory is applied to open-ended pipe piles to clarify the effects of soil plug on the behaviour of piles during driving and static loading. Measured field data and various numerical models are reviewed ; methods are presented to calculate wave propagation in both the pile and the soil plug ; modelling is presented which takes into account the interaction between the soil plug and the pile ; also presented is simplified method to estimate the loadsettlement relation of the pipe pile in static loading. By correlating observed and calculated values in two analytical cases, the authors demonstrate that incorporation of the soil plug (modelled as a series of masses and springs) is required to correctly predict pile behaviour during driving and static loading.

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This paper discusses the factors used to determine the point bearing capacity of non-displacement piles in hard clay, and proposes a new approach based on a failure mechanism for estimating settlement of a non-displacement pile with tip in hard clay. Model tests were performed in which void ratios as well as undrained shear strength, confining pressure, pile diameters and settlement rates were adopted as the factors determining the point bearing capacity of non-displacement piles in hard clay. The results of the model tests led to the following conclusions : (1) The point bearing pressure-settlement behavior can be divided into three phases. In the first phase, it is linear elastic and can be expressed by the elastic solution for a rigid punch. In the second phase, the hard clay under the pile tip failed in punching shear and in the third phase, it is practically defined to be ultimate ; () Void ratio as well as undrained shear strength is one of the factors determining the point bearing capacity because it seriously affects point bearing capacity in the second and third phases. Point bearing capacity doesn't vary significantly however with confining pressure, pile diameters and settlement rates ; and (3) The proposed approach for estimating the settlement of the tip of a non-displacement pile in hard clay is generally consistent with the results of the model tests.

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This paper describes a series of model tests on instrumented pile groups embedded in calcareous sand undergoing lateral movement. The extent of the group effect on the lateral response of a pile in a group was found to be dependent on a number of factors, including the position of the pile in the group, the pile spacing, the number of piles, and the head fixity condition. The agreement between the experimental results and the theoretical predictions by an existing boundary element program is shown to be reasonably good, provided that appropriate parameters are adopted.

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In this paper the concept of load transfer onto a batter pile in settling cohesive soil has been brought out. A theoretical method is developed to estimate the axial and transverse forces on a batter pile embedded in settling cohesive soil and this method is verified with the results obtained from model tests. Testing is carried out on a model pile group with four piles, at a batter angle of 10" with the vertical. The tests were carried out in homogeneous clay layer of thickness 570 mm, the piles used were made of aluminium pipes 38.1 mm in diameter and 1. mm in thickness. Due to the settlement of the surrounding soil, there can be soil separation below the pile surface, and in such cases the analysis of the pile as beam on elastic foundation is not appropriate and the pile can be treated as a beam with appropriate end conditions. The bending moments measured through instrumented pile are compared with theoretical expressions developed and they are in good agreement in the case of fixed beam end conditions assumed.

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