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  • Joey
    B
    . Tanney, Leonard J. Hutchison
    Mycoscience
    2012年 53 巻 1 号 31-35
    発行日: 2012年
    公開日: 2023/03/31
    ジャーナル オープンアクセス

    The ability of Climacodon septentrionalis to immobilize and kill a mycophagous nematode (Aphelenchoides sp.) in vitro is described for the first time. Two isolates produced droplets (20–45 μm in diameter) that formed at the apices of tall, stalked, and branching secretory cells (700–

    1
    ,500 μm tall). On 2% modified malt extract agar, nematodes became enveloped in the droplets, which restricted their ability to move and resulted in complete immobilization and death within several hours of contact. The rate of decomposition of the nematodes varied considerably, with most individuals persisting for weeks whereas others were degraded within several days and appeared to be colonized by dense hyphal growth. This study provides the first documentation of a non-agaricoid fungus producing secretory cells that are able to immobilize nematodes.

  • 小田切 孝人, 田代 眞人
    ウイルス
    2013年 63 巻 2 号 233-240
    発行日: 2013/12/25
    公開日: 2014/10/31
    ジャーナル フリー
  • 藤原 東雄, 上 俊二
    土質工学会論文報告集
    1990年 30 巻 1 号 76-86
    発行日: 1990/03/15
    公開日: 2008/02/29
    ジャーナル フリー
    The behavior of the soft clay grounds subjected to repeated loading is different from that subjected to sustained loading. The difference in settlement between these two loading patterns should be due to secondary compression over a long period of time. Consequently, soft clay grounds subjected to repeated loading tend to be more compressible than those subjected to sustained loading. Therefore, it is necessary for engineers to predict post-construction settlements under repeated loading. In this respect, the preloading is considered to be promising as a countermeasure to reduce the settlement of clay under repeated loading as well as under sustained loading. The effect of preloading on post-construction consolidation settlement of soft clay subjected to repeated loading after removal of a part of preload is investigated in the present paper. It has become clear that the settlement of a clay sample after preconsolidation is mainly affected by the amount of preload, the degree of consolidation due to the preload, the amount of permanent load and the amount of repeated load after removal of preload. The calculated settlement versus time relations using a method to estimate the amount of consolidation settlement of soft clay grounds subjected to repeated loading after removal of preloading were compared with the observed degree of consolidation as parameters of the intensities of preload and repeated load.
  • 澁谷 啓, 田中 洋行
    地盤工学会論文報告集
    1996年 36 巻 4 号 45-55
    発行日: 1996/12/15
    公開日: 2008/02/29
    ジャーナル フリー
    An empirical equation in use for estimating the pseudo-elastic shear modulus, Gf, of subsoil, associated with shear strains less than
    0
    .001% is proposed in this paper. In a series of in-situ seismic cone tests performed nationwide, the profiles of both Gf and the in-situ void ratio,
    e0
    , with depth were successfully characterised at five sites, each comprising a soft clay layer deposited in the Holocene era. The database which comprised the original data from the field and laboratory tests, coupled with similar information on well-documented Holocene clay deposits in Europe, was statistically analyzed in attempts to determine a generalised relationship with which Gf of soft clay may be reasonably estimated only from routinely available borehole data; that is
    e0
    and the current geostatic effective overburden pressure, σ'v. An empirical relationship, Gf=
    5
    , 000
    e0
    -
    1.5
    √(σ'v) (kPa), was derived from the statistical analysis applied to data from seven different clays worldwide, for which
    e0
    extended over a range between
    1
    and
    5
    , and the overconsolidation ratio ranged roughly between
    1
    and 2. The applicability of the proposed relationship was evaluated for two case records, each in which the clay exhibited unusual behavior; i.
    e
    ., the undrained shear strength remained more or less constant with depth due to the existence of artesian pressure at one site, and, at the other, Gf decreased, whereas
    e0
    increased, with depth. It was demonstrated that even in these clay deposits exhibiting exceptional profiles, the proposed relationship was capable of predicting Gf with a reasonable accuracy by determining the profiles of
    e0
    and σ'v with depth. In addition, the prediction when compared to Gmax from carefully performed laboratory cyclic tests, yielded a better estimate of Gf from the in-situ seismic survey. Despite the fact that the empirical relationship was initially designated to estimate Gf of soft clays, it may be equally applicable to sandy deposits. This was verified by comparing it to similar, and well-established, relationships developed for sands. A case record as such is also described for a loose sand deposit at Higashi-Ohgishima in Tokyo Bay which was placed in 1960's by land reclamation.
  • 國生 剛治
    地盤工学会論文報告集
    2000年 40 巻 5 号 99-111
    発行日: 2000/10/15
    公開日: 2008/02/29
    ジャーナル フリー
    In view of the significant role of the water film effect in flow failure for a liquefied sandy deposit, the mechanism of water film generation is numerically studied based on a
    1
    -dimensional model test. The process of water film growth and decay can be simulated to a certain extent by a simple consolidation analysis, which indicates that only a small difference in permeability in layered sand is enough for a water film to develop. A
    1
    G shaking table test for a two-dimensional slope model with an arc of silt within a saturated sand is then addressed to discuss the dilatancy effect exerted in sheared sand during flow failure. It is possible that, once the water film is formed, the transmission of shear stress through it is interrupted, leaving the sand below free from the dilatancy ; this eventually allows the water film to stay without being absorbed during flow failure. The result of another shaking table test for a trapezoidal slope with horizontal silt seams indicate that water films beneath the seams enable the soil mass above them to laterally flow along water films very gently inclined even after shaking. If a silt seam breaks due to excessive pressure in the water film, it triggers re-liquefaction in the upper sand and leads to further instability.
  • Grover Loening
    日本航空学会誌
    1963年 11 巻 119 号 373-380
    発行日: 1963年
    公開日: 2009/05/25
    ジャーナル フリー
  • CHAIM J. PORAN, KINGSEN HEH, JORGE A. RODRIGUEZ
    土質工学会論文報告集
    1992年 32 巻 4 号 81-92
    発行日: 1992/12/15
    公開日: 2008/02/29
    ジャーナル フリー
    The paper presents results from an extensive experimental model study of response of dry sand to impact of a rigid tamper. In the laboratory tests a circular steel tamper was repeatedly dropped on sand contained in a large tank. Measurements included tamper acceleration aud soil pressure at impact, tamper settlement, aud soil densities and strains. Effects of tamper drop height, weight and contact area were investigated. A method is presented for the evaluation of global dynamic stiffness of the soil mass affected by the impact by calculating a dynamic settlement modulus (DSM). The DSM values are determined from integration of the impact acceleration record with respect to time using measured integration constants. DSM values show good correlation to soil densities and corresponding elastic moduli obtained from laboratory tests for loose sand. However, for dense sand, results indicate apparent discrepancies between elastic modulus and the higher DSM values. Analyses of normalized impact energy and the resulting densification in the sand in terms of normalized dimensions of volumetric strain (relative density) contours show unique correlations which are used for a proposed rational design method for dynamic compaction in dry sandy soils.
  • 澁谷 啓, 三田地 利之
    土質工学会論文報告集
    1994年 34 巻 4 号 67-77
    発行日: 1994/12/15
    公開日: 2008/02/29
    ジャーナル フリー
    In this paper, consideration is given as to how to characterize depth-variation for the small-strain shear modulus of natural clay sedimentation, in a state of normal consolidation. A case study was carried out for a relatively uniform clay layer deposited in the Holocene era. Initially, the effects of both strain and in-situ stress levels on secant shear modulus were carefully examined in cyclic torsion shear tests using undisturbed samples, which were recovered at different depths in a test borehole. The range of shear strain examined was between
    0
    .001% and
    1
    %. Similar examination was made for a silty clay using reconstituted samples that were isotropically consolidated at different stress levels. On the basis of the results of these laboratory tests, together with the shear modulus from an in-situ seismic survey, the small-strain shear modulus was formulated in terms of the stress and strain levels, and linked also to undrained shear strength. Interactions of the small strain stiffness between in-situ and laboratory are discussed in depth with an attention paid to the existing aging effect in the original subsurface condition.
  • / 鵜飼 恵三, KEIZO UGAI
    地盤工学会論文報告集
    1998年 38 巻 3 号 201-207
    発行日: 1998/09/15
    公開日: 2008/02/29
    ジャーナル フリー
    A comparative study of the static and dynamic response of a slope is carried out, using the large deformation theory of the updated Lagrangian formulation and the conventional infinitesimal theory. In the static analysis, a strength reduction method proposed by one of the authors is used to evaluate the safety factor of the slope. It is found that by the large deformation theory, the safety factor is larger than that calculated by the infinitesimal theory, and this difference becomes large along with the reduction of elastic modulus. In the dynamic analysis, it is observed that the large deformation theory gives smaller sliding displacement and larger response acceleration than the infinitesimal approach. It is concluded that in many cases the large deformation approach gives more adequate solutions.
  • 張 建民, 社本 康広, 時松 孝次
    地盤工学会論文報告集
    1998年 38 巻 2 号 143-163
    発行日: 1998/06/15
    公開日: 2008/02/29
    ジャーナル フリー
    Based on the concept "intermediate soil wedge" which is dependent on mobilized frictional resistance, a new theory has been developed for evaluating the seismic earth pressures against retaining walls under any condition between the active and passive states. For this theory, the seismic earth pressure is separated into four components according to their formation. New equations are proposed to determine the distribution, resultant and point of application for each component. An equivalent seismic coefficient is introduced to take into account non-uniform seismic acceleration distribution with depth. The equations place special emphasis on dependence of the seismic earth pressure on mode and level of wall movement. The equations can be reduced to the Mononobe-Okabe equation for the limiting conditions. Their applicability was confirmed by comparing the predictions with a number of previous model test results.
  • 伊藤 孝男, 森 芳信, 浅田 秋江
    土質工学会論文報告集
    1994年 34 巻 1 号 33-40
    発行日: 1994/03/15
    公開日: 2008/02/29
    ジャーナル フリー
    During earthquakes, saturated loose sandy soils often liquefy, causing serious damage to buildings and underground structures. Various construction methods have been employed to stabilize these soils against liquefaction. The popular methods are those which increase their density. Vibration and impact methods are commonly employed, but these often pose a problem of noise and vibration in urban areas. Results of previous experiments have shown that Quick Lime Consolidated Briquettes (QCB), a soil stabilizer made of quicklime and cement placed to form cylinders, significantly increases resistance to liquefaction by utilizing the effects of water absorption, swelling, and hardening. In the present study, shaking table tests were performed to evaluate the earthquake resistance of soil treated with QCB. Results of these test showed that the response acceleration and excess pore water pressure in QCB-treated soils were scarcely affected by the excitation of 200 Gals. The soil settlement due to shaking was about one tenth of that for the untreated soil, proving the effectiveness of QCB during earthquakes.
  • RAJ SIDDHARTHAN, GARY M. NORRlS
    土質工学会論文報告集
    1991年 31 巻 2 号 51-64
    発行日: 1991/06/15
    公開日: 2008/02/29
    ジャーナル フリー
    A finite element model capable of taking into account nonlinear hysteretic soil behavior is presented to study earthquake induced retaining wall movement. The model also accounts for increase in lateral stresses and settlement associated with grain slip caused by cyclic loads. The predictive capability of the proposed method is verified by comparing responses given by the model with those computed by another existing finite element model and also with responses recorded at the Cambridge centrifuge facility. The study reveals that the wall displacement can be substantially affected, among other factors, by the increase in lateral stresses due to grain slip and wall-soil friction. Care should be taken when selecting a constant value of wall-soil friction angle for the entire duration of excitation since structural changes can occur in the soil adjacent to the wall.
  • FRANÇOIS LE GOFFIC, FRÉDÉRIC TANGY, BERNARD MOREAU
    The Journal of Antibiotics
    1979年 32 巻 12 号 1288-1292
    発行日: 1979年
    公開日: 2006/04/12
    ジャーナル フリー
    A sample of [3H] tobrarnycin (
    5
    , 000 Ci/Mole) has been synthetized and incubated with
    the bacterial ribosome and its subunits. The results obtained show that this antibiotic has
    two types of binding sites. The primary one is probably responsible for the inhibition of
    protein synthesis whereas the secondary one is probably related to the misreading and reading
    tiirough of the messenger RNA.
  • 鍛治 健司, 葛谷 昌之 /, RAYMONDN. CASTLE
    Chemical and Pharmaceutical Bulletin
    1970年 18 巻 1 号 147-156
    発行日: 1970/01/25
    公開日: 2008/03/31
    ジャーナル フリー
    2-Benzyl-
    4
    -chloro-
    5
    -mercapto-3 (2H)-pyridazinone (
    1
    ) was heated in ethanol under reflux for 10 hours to form concurrently 2,
    7
    -dibenzyldipyridazo [
    4
    ,
    5
    -
    b
    :
    4
    ',
    5
    '-
    e
    ]-
    1
    ,
    4
    -dithiin-
    1
    ,
    6
    (2H,
    7
    H)-dione (Ia) (57% in yield) and 2,
    8
    -dibenzyldipyridazo [
    4
    ,
    5
    -
    b
    :
    4
    ',
    5
    '-
    e
    ]-
    1
    ,
    4
    -dithiin-
    1
    , 9 (2H,
    8
    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 [
    4
    ,
    5
    -
    b
    :
    4
    ',
    5
    '-
    e
    ]-
    1
    ,
    4
    -dithiin-
    1
    ,
    6
    (2H,
    7
    H)-dione and the -
    1
    , 9 (2H,
    8
    H)-dione were observed in, not only heating
    4
    -chloro-
    5
    -mercapto-3 (2H)-pyridazinones (
    1
    -3) in polar solvent, but warming
    4
    -mercapto-
    5
    -chloro-3 (2H)-pyridazinones (
    4
    -
    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 2-phenylimino-
    5
    -benzylpyridazo [
    4
    ,
    5
    -
    d
    ]-
    1
    , 3-dithiol-
    4
    (
    5
    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.
  • George W. Lee
    燃料協会誌
    1973年 52 巻 3 号 171-177
    発行日: 1973/03/20
    公開日: 2010/06/28
    ジャーナル フリー
  • 西村 真一, 清水 英良, / 仲野 良紀, RYOKI NAKANO
    地盤工学会論文報告集
    1998年 38 巻 3 号 89-95
    発行日: 1998/09/15
    公開日: 2008/02/29
    ジャーナル フリー
    Leakage of water due to internal erosion through a dam body or foundation is a major problem with fill-type dams. Recent case histories and research suggest that most cases of internal erosion are possibly triggered by hydraulic fracturing. However, the quantitative mechanism of hydraulic fracturing still remains to be solved. Therefore in-situ hydraulic fracture tests were carried out with a cheap, concise apparatus using boreholes dug in the soft clayey volcanic soil foundation of a low earth dam (Oyachi Dam) in Niigata Prefecture. Water was injected into the foundation through a perforated pipe by two methods : one was under a controlled injection pressure and the other was a controlled injection flow rate. In the former method, the relationship between flow rate and injection pressure was observed and it was found that a yield pressure or fracture pressure existed in all the tests. By repeating the injection test it was confirmed that once a crack is developed, it is very easily reopened by a water pressure a little higher than the earth pressure exerted on the crack. In the latter method, the relationship between injection pressure and time was observed and it was found that fracture pressure varied with flow rate. The boreholes were excavated to observe the development of fracture cracks and it was also found that the cracks had developed perpendicular to the borehole periphery, which means that fracture cracks were induced by tensile stress and denies the explanation that fractures are caused by shear failure.
  • 山本 雅史, Abkenar Asad Asadi, 松本 亮司, 根角 博久, 吉田 俊雄, 國賀 武, 久保 達也, 冨永 茂人
    園芸学会雑誌
    2007年 76 巻 1 号 36-40
    発行日: 2007年
    公開日: 2007/03/06
    ジャーナル フリー
    カンキツ主要12種を用いて染色体のクロモマイシン A3(CMA) 染色を行った.染色体は CMA(+) バンドの有無および位置から
    7
    種類に区分できた.すなわち,CMA(+) を A: 両端および動原体近傍に有する,
    B
    : 一方の端部と動原体近傍に有する,C: 両端に有する,
    D
    : 一方の端部に有する,
    E
    : CMA(+) がない,
    F
    : 動原体近傍に有する,Dst: 付随染色体を有する
    D
    型,である.各種はこれらのうち 2~
    6
    種類の染色体を有し,独自の CMA バンドパターンを示した.C. medica では 2
    B
    +
    8
    D
    +
    8
    E
    C. limon では
    1
    B
    +
    1
    C +
    8
    D
    +
    8
    E
    C. aurantifolia では 2
    B
    + 9
    D
    +
    7
    E
    C. aurantium では
    1
    A +
    1
    B
    +
    1
    C +
    7
    D
    +
    8
    E
    C. sinensis では 2
    B
    + 2C +
    7
    D
    +
    7
    E
    C. maxima では 3A + 3C +
    4
    D
    +
    8
    E
    C. paradisi では 2A + 3C +
    6
    D
    +
    7
    E
    C. ichangensis では 2
    B
    + 2C + 12
    D
    + 2
    E
    C. latipes では 2A +
    5
    C +
    8
    D
    + 3
    E
    C. micrantha では
    1
    B
    + 11
    D
    +
    4
    E
    + 2Dst,C. macroptera では 2
    B
    +
    1
    C + 11
    D
    + 3
    E
    +
    1
    F
    C. hystrix では 3
    B
    +
    1
    C +
    8
    D
    + 3
    E
    + 2
    F
    +
    1
    Dst であった.
  • 末次 康将
    マリンエンジニアリング
    2021年 56 巻 5 号 680-687
    発行日: 2021/09/01
    公開日: 2021/10/12
    ジャーナル フリー
  • 澁谷 啓, 三田地 利之, 黄 聖春
    地盤工学会論文報告集
    2000年 40 巻 3 号 87-100
    発行日: 2000/06/15
    公開日: 2008/02/29
    ジャーナル フリー
    Natural sedimentary clays exhibit ageing effects on their behaviour when subjected to both consolidation and shearing. Attempts to characterising the in-situ 'structure'of soft marine clays have been made in case studies performed in Ariake (Japan) and in Bangkok (Thailand), each showing a typical profile of aged clay-structure with depth reflecting its site-specific geological consolidation history. In each site, profiles of Atterberg limits, natural water content, overconsolidation ratio (OCR), quasi-elastic shear modulus Gmax and the undrained shear strength cu with depth were attained from various laboratory tests, together with the a comparable profile of quasi-elastic shear modulus from insitu seismic survey Gf. Quantitative assessment of the aged clay-structure was made by using two different measures, metastability index MI (G) and the soil constant reflecting structure S (Jamiolkowski et al., 1994). The profiles of MI (G) and the S-value with depth were both determined based on the corresponding Gmax behaviour of the reconstituted sample. "Disturbance"of laboratory samples retrieved by using two different samplers (i.
    e
    ., Laval and Japanese thin-walled samplers) with two different sampling techniques (i.
    e
    ., pre-boring and displacement methods) was discussed. A new approach to estimate cu"in the ground", termed by the authors the MILK (Metastability Index coupled with Laboratory Ko test) method, is proposed. A trial of the MILK-method is demonstrated in soft Bangkok clay, the texture of which is similar to "soft cheese".
  • 東畑 郁生, PRASAD S.K., 本多 剛, CHANDRADHARA G.P.
    地盤工学会論文報告集
    2002年 42 巻 4 号 77-88
    発行日: 2002/08/15
    公開日: 2008/02/29
    ジャーナル フリー
    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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