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  • Keishi Hata, Fuyuki Sugawara, Naganori Ohisa, Saori Takahashi, Kazuyuki Hori
    Biological and Pharmaceutical Bulletin
    2002年 25 巻 8 号 1040-1044
    発行日: 2002年
    公開日: 2002/08/01
    ジャーナル フリー
    We screened the differentiation-inducing activities of 39 mushroom extracts from Akita prefecture, Japan, on the mouse osteoblastic cell line, MC
    3
    T
    3
    -
    E
    1. Sixteen phosphate buffered saline (PBS),
    8
    boiled PBS, 14 ethanol and 12 methanol extracts induced alkaline phosphatase (ALP) activities, an indicator of MC
    3
    T
    3
    -
    E
    1 cell differentiation. The enzyme activities were markedly induced by extracts of Tricholoma auratum, and we isolated the active compound from methanol extracts of this mushroom. Physical data for the isolated active compound were identical to those for (
    22E
    ,24R)-ergosta-
    7
    ,
    22
    -diene-
    ,
    ,6β-triol (1). 1 induced ALP activities of MC
    3
    T
    3
    -
    E
    1 cells and promoted cell proliferation. To investigate the relationships between the chemical structure and differentiation-inducing activity of the compound, ALP-inducing activities of MC
    3
    T
    3
    -
    E
    1 cells by 1, ergosterol (2), ergocalciferol (
    3
    ), cholesta-
    ,
    ,6β-triol (4),
    7
    -dehydrocholesterol (
    5
    ) and cholecalciferol (6) were tested. The enzyme activities of MC
    3
    T
    3
    -
    E
    1 cells were increased
    3
    .0-fold by 10 μM 1 and 2.4-fold by 10 μM 4. However, 2,
    3
    ,
    5
    and 6 did not induce MC
    3
    T
    3
    -
    E
    1 cell ALP activity at 0.1—10 μM. These results suggested that the OH groups at C-
    5
    and/or C-6 of 1 and 4 played an important role in their differentiation-inducing activities on MC
    3
    T
    3
    -
    E
    1 cells. Furthermore, 1 suppressed induction of MC
    3
    T
    3
    -
    E
    1 cell apoptosis by serum starvation.
  • 善 功企, /, 大山 巧, TAKUMI OHYAMA
    地盤工学会論文報告集
    1998年 38 巻 2 号 37-47
    発行日: 1998/06/15
    公開日: 2008/02/29
    ジャーナル フリー
    The mechanism of wave-induced instability in a permeable seabed have been studied for more than two decades. The distinction between shear failure and liquefaction, however, has not been clearly defined. This paper presents a fundamental study on the differences in two failure modes for a fully saturated seabed of both finite and infinite thickness. The wave-induced effective stresses and pore pressure, obtained from an analytical solution of Biot's pore-elastic consolidation theory, were employed to examine the failure modes under a two-dimensional plane strain condition. A case study is presented to examine the failure modes with respect to several parameters, such as excess pore pressure, seepage flow, seepage force, failure areas and stress path in the seabed. The conclusions obtained from this study were as follows ; (1) the thickness of a permeable seabed affects the pore pressure and effective stress response to ocean waves and the failure mode of the seabed, (2) either a liquefaction or shear failure, or both, occur in the seabed, even in the saturated seabed, (
    3
    ) the Mohr-Coulomb's failure criterion, when combined with elastic stresses, can not be employed to estimate the liquefaction failure in the seabed, (4) the liquefaction can be evaluated by a criterion in terms of the excess pore pressure, (
    5
    ) The liquefied zone in the seabed is significantly different from the shear failure zone. The shape beneath the seabed surface for the former is almost identical to the contour where the upward seepage flow is concentrated.
  • 井合 進, 森田 年一, 亀岡 知弘, 松永 康男, 安彦 和之
    土質工学会論文報告集
    1995年 35 巻 1 号 115-131
    発行日: 1995/03/15
    公開日: 2008/02/29
    ジャーナル フリー
    In the 1993 Kushiro-oki Earthquake of Richter magnitude
    7
    .
    8
    , simultaneous recording of earthquake motions was successfully made at the ground surface and at a depth of 77 meters in a dense saturated sand deposit. The peak horizontal acceleration was 0.47 g on the ground surface and 0.21 g at a depth of 77 meters. The acceleration record at the ground surface showed a distinctive ground response, which consisted of a cyclic motion having a period of about 1.
    5
    seconds overlain by a spike at each peak of the motion. In order to study the mechanism of this peculiar ground response, effective stress analysis was conducted on the dense saturated sand deposit. The model used for this study was a strain space multiple mechanism model, which takes into account the effect of principal stress axis rotation. The recorded earthquake motion at a depth of 77 meters was used as the input earthquake motion for the analysis. Sampling after in-situ freezing was done in order to evaluate the properties of the sand. The results of the analysis indicated that the observed ground response was due to the effect of dilatancy of sand, which plays a significant role in the response of the dense saturated sand deposits during strong earthquake motions.
  • 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.
  • Tohsuke Urabe
    Publications of the Research Institute for Mathematical Sciences
    1984年 20 巻 6 号 1185-1245
    発行日: 1984年
    公開日: 2009/04/24
    ジャーナル フリー
  • EMIL BUCHTA, Dieter Kiessling
    International Symposium on the Chemistry of Natural Products
    1964年 1964 巻 E-8-3
    発行日: 1964/04/12
    公開日: 2017/08/18
    会議録・要旨集 フリー
  • 金谷 守, 河井 正, 栃木 均
    地盤工学会論文報告集
    2001年 41 巻 6 号 79-96
    発行日: 2001/12/15
    公開日: 2008/02/29
    ジャーナル フリー
    In this paper, centrifuge shaking table tests were conducted in order to understand the performance of seawalls during a seismic event. The model tests showed that the displacement of the caisson was much affected by the seaward shear deformation of the sand seabed beneath it during shaking. It was also confirmed that an armored embankment played an important role in the displacement of the caisson during shaking. Based on these test results, a two-dimensional DEM-FEM coupled analysis method was newly developed to numerically predict the deformation of seawalls covered with armored embankments during earthquakes. The movements of the armor units were calculated by DE analysis and deformations of the caisson, rubble mound, sand seabed and backfill were calculated by FE analysis considering the non-linearity of the soil materials based on the effective stress. Dynamic interaction was taken into account by delivering the nodal displacements of the finite elements or the nodal forces converted from the contact forces through the imaginary distinct elements defined at the boundaries between the DE and FE domain. The applicability of this method to the prediction of the deformation of seawalls was verified through numerical simulations of the centrifuge model test.
  • 本城 勇介, 岩本 悟志, 杉本 三千雄, 鬼丸 貞友, 吉澤 睦博
    地盤工学会論文報告集
    1998年 38 巻 1 号 131-143
    発行日: 1998/03/15
    公開日: 2008/02/29
    ジャーナル フリー
    Seismic records obtained from a seismometer array located in downtown Tokyo Japan for about ten years were inversely analyzed to estimate the dynamic soil parameters. Due to the illposed nature of the problem, the simple and often used "least square method" does not properly estimate the parameters. The Extended Bayesian Method combined with the Akaike Bayesian Information Criterion was introduced to overcome this difficulty. The results obtained were compared with dynamic triaxial test results obtained at the time of the seismometer installation. The shear moduli agree quite well with the estimated results, however the damping ratios estimated are slightly higher than the ones obtained in the laboratory.
  • 関口 秀雄, 大槇 正紀
    土質工学会論文報告集
    1992年 32 巻 3 号 144-155
    発行日: 1992/09/15
    公開日: 2008/02/29
    ジャーナル フリー
    This paper concerns the stability against overturning of the caissons on rubble mound subjected to wave loading. A theoretical discussion is first made of the stability of a leaning caisson during wave loading, as a single degree-of-freedom system. The expression for the lower bound of driving moments sufficient to overturn a given caisson is derived. A review is then made of the damages induced to a composite breakwater, which consisted of two adjoining Stretches B and C with slightly different sizes of caissons. Attention is called for the observation that most of the caissons in Stretch B were overturned, whereas no caissons in Stretch C were brought into overturning. This fact is examined in detail in the light of the theory of overturning, making it possible to estimate the destructive wave heights that are compatible with the observed patterns of damage in Stretches B and C of the composite breakwater.
  • 松本 樹典, 武井 正孝
    土質工学会論文報告集
    1991年 31 巻 2 号 14-34
    発行日: 1991/06/15
    公開日: 2008/02/29
    ジャーナル フリー
    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.
  • T BAKER, C. RANGACHARYULU
    日本物理学会講演概要集
    1999年 54.2.1 巻 23pSM-6
    発行日: 1999/09/13
    公開日: 2018/03/04
    会議録・要旨集 フリー
  • Daria Kurguzova, Svetlana Serebrova, Alexey Prokofiev, Ludmila Krasnykh, Galina Vasilenko, Marina Zhuravleva, Elena Smolyarchuk, Anton Barkov
    日本薬理学会年会要旨集
    2018年 WCP2018 巻 WCP2018_PO3-5-27
    発行日: 2018年
    公開日: 2020/09/10
    会議録・要旨集 オープンアクセス

    Background

    The differences in conditions of enteric-coated acid-labile drug release and absorption between healthy subjects in bioequivalence studies and gastrointestinal patients in clinical practice can lead to significant differences in gastric stability of original PPIs and generics. Thus, pathologic duodenogastric reflux (PDGR) and the pH increasing within PPIs administration still remain unaccounted for.

    Methods

    Two-stage modified comparative dissolution testing of original omeprazole (OO) and four generics (G1;2;

    3
    ;4) was performed. At first, we moved drugs from solution with pH 1.2 (1.2±0.05) to pH
    7
    .0 (
    7
    .0±0.05) and measure concentration of omeprazole in solution by high-performance liquid chromatography. According to our self-developed formula, pH
    7
    exposure time of resistance to PDGR for omeprazole is 4 minutes, i.
    e
    . the active substance should not be released within 4 minutes at pH
    7
    . The exposure at the second stage was conducted with pH 4 (4.0±0.05), that imitated gastric pH after PPI administration. And then we also moved drugs to pH
    7
    with the subsequent measurement of omeprazole concentration.

    Results

    Omeprazole concentrations after 4, 10, 15, 20, 30, 45, 60 minutes in pH

    7
    solution at the first stage were different for OO and generics. For OO, these values were 4,
    7
    ±0,
    7
    %; 41,4±
    3
    ,0%; 62,
    8
    ±4,0%; 79,
    5
    ±2,9%; 83,
    5
    ±2,9%;
    81
    ,6±2,9%; 80,6±4,4%; for Generic1 - 0; 49,
    3
    ±9,9%;
    88
    ,
    8
    ±2,
    8
    %; 90,4±
    3
    ,
    7
    %;
    88
    , 2±2,2%; 87,
    3
    ±2,0%; 85,9±1,1%; for Generic2 - 0; 30,6±6,
    3
    %; 66,
    7
    ±
    8
    ,2%; 76,4±
    7
    ,4%;
    82
    ,
    8
    ±
    5
    ,
    3
    %;
    86
    ,0±
    3
    ,
    7
    %; 84,6±
    3
    ,
    3
    %: for Generic
    3
    - 80,
    8
    ±
    3
    ,6%; 83,
    5
    ±1,9%; 83,
    8
    ±
    3
    ,2%; 83,
    3
    ±2,
    7
    %;
    81
    ,9±2,1%;
    82
    ,1±2,0%;
    82
    ,0±2,4%; for Generic4 -
    82
    ,
    5
    ±1,
    7
    %; 84,4±0,
    8
    %; 84,2±1,2%;
    82
    , 9±0,9%;
    82
    ,9±0,9%;
    82
    ,9±0,9%;
    82
    ,
    8
    ±1,1%, respectively.

    An analysis of the omeprazole concentration in pH

    7
    solution at the second stage revealed the following parameters after the same time: for OO - 4,4±0,6%; 40,
    5
    ±
    3
    ,0%; 62,
    8
    ±2,0%; 80,0±
    3
    ,1%; 85,4±2,9%;
    82
    ,
    8
    ±
    3
    ,4%; 80,9±
    3
    ,
    5
    %; for Generic1 - 0; 67,0±
    7
    ,
    8
    %; 89,
    7
    ±2,
    3
    %; 91, 9±4,
    3
    %; 89,1±1,6%;
    88
    ,
    3
    ±1,4%; 87,
    8
    ±1,2%; for Generic2 - 0; 42,2±
    5
    ,6%; 75,1±
    7
    ,
    3
    %;
    81
    ,0±6,0%;
    88
    ,4±
    3
    ,2%;
    88
    , 6±1,
    3
    %; 87,9±1,0%; for Generic4 - 85,
    5
    ±0,
    5
    %; 85,6±0,
    5
    %; 84,
    7
    ±0,9%;
    82
    ,
    7
    ±
    3
    ,0%; 84,4±0,
    3
    %; 84,4±0,
    3
    %; 84,
    3
    ±0,4%, respectively. Generic
    3
    release and degradation were completely realized at pH 4.

    Conclusion

    Decreased gastric stability of Generic

    3
    and Generic4 makes PDGR and inhibited gastric acid secretion due to PPIs administration the potential causes of decreased enteric-coated acid-labile drugs stability.

  • 浅岡 顕, 小高 猛司
    土質工学会論文報告集
    1992年 32 巻 3 号 117-129
    発行日: 1992/09/15
    公開日: 2008/02/29
    ジャーナル フリー
    Failure problems of saturated soils are classified in the present study into the following four types : Type I : The failure of loose and/or normally consolidated soils under fully drained loading conditions. Type II : The same soils but under perfectly undrained conditions. Type III : The failure of dense and/or overconsolidated soils under fully drained conditions. Type IV : The same soils but under perfectly undrained conditions. The soil-water coupling limiting equilibrium analysis on the basis of the critical state concept is shown possible to draw a distinction between type I, II and IV problems, and the limitations of the analysis procedure happen in solving the type problem in the above. This is demonstrated experimentally, in which seepage failure experiments in laboratory with the use of a saturated silty sand are employed to make distinctions clearly between the four types of failure problems. The definite distinctions both in failure load and failure mode appeared in the four types of experiments are summarized as follows : (1) the smallest failure load in loose sand in the undrained condition, (2) the largest failure load with the largest failure region in dense sand under undrained loading, (
    3
    ) the observation of no global deformation before failure within the soil under the fully drained condition that suggests the development of very localized shear deformation in the sand. Three out of four experiments are described well by the limit analysis computation mentioned above as far as the failure load and the shape and the size of the failure region after boiling failure are concerned, and thus the type III problem is identified to be the problem that should be solved by any other means in near future.
  • Suguru TAKATSUTO, Kiyomi KOBAYASHI, Tsuyoshi WATANABE, Hiroki KURIYAMA, Tokuo FURUSE
    Agricultural and Biological Chemistry
    1988年 52 巻 12 号 3217-3218
    発行日: 1988年
    公開日: 2006/04/05
    ジャーナル フリー
  • Mamoru KOH, Tetsuo IWANAGA, Masahiro HATANAKA, Akio NAKANO, Kazuyuki MORIHARA, Kaoru TAKEMURA
    Bioscience, Biotechnology, and Biochemistry
    2000年 64 巻 4 号 858-861
    発行日: 2000年
    公開日: 2005/03/01
    ジャーナル フリー
      The distribution of sarcophytol-A in the Sarcophyton genus was investigated in seven samples belonging to S. glaucum (
    3
    samples), S. infundibulifurme (2 samples), S. crassocaule (1 sample) and S. trocheliophorum (1 sample) that were collected on Ishigaki Island in Okinawa Prefecture. Sarcophytol-A was present in one sample each of S. glaucum and S. infundibulifurme. This study indicates that the composition of cembranoids in the Sarcophyton genus is not related with the respective species, but with the individual samples collected.
  • 安原 一哉, 村上 哲, 豊田 紀孝 /, ADRIAN
    F
    .L. HYDE
    地盤工学会論文報告集
    2001年 41 巻 6 号 25-36
    発行日: 2001/12/15
    公開日: 2008/02/29
    ジャーナル フリー
    Based on the methods previously presented by the authors (Yasuhara et al., 1992, 1994, 1996) for predicting the degradation in strength and stiffness of soft clays in the course of cyclic loading, a methodology has been developed to estimate the cyclic loading-induced settlements. The method also includes not only immediate settlements but also post-cyclic long-term settlements due to dissipation of cyclically induced excess pore pressures in soft soils. The simplified formulae included in the proposed methodology are given as functions of the amplitude of cyclic-induced excess pore pressure normalized by the confining pressure, u/p'c, plasticity index Ip and factor of safety against bearing capacity failure, Fs. The calculations of cyclic-induced settlements were conducted for soft soil deposits with different index and geotechnical properties. The results calculated using the proposed methodology are presented in the form of a design chart to give the settlement versus normalized excess pore pressure ratio relations including the effects of the plasticity index and safety factor for bearing capacity. An example of the calculated results using the proposed procedure for the earthquake-induced settlements of embankments founded on soft clay, is presented to demonstrate the practicality of the method for design at fields.
  • 安田 進, 伯野 元彦, 永瀬 英生, 小林 正二郎, 吉田 剛
    土質工学会論文報告集
    1994年 34 巻 1 号 65-76
    発行日: 1994/03/15
    公開日: 2008/02/29
    ジャーナル フリー
    Shaking table tests were performed to clarify the settlement in liquefied loose sand of a new foundation incorporating top-shaped concrete blocks. In the tests, blocks of half scale were installed as they are in practice, by using a crusher-run, a lattice of iron rods and iron bars. Shaking table tests were also conducted on foundations with two differently shaped concrete blocks to investigate the effectiveness of the three foundations in reducing settlement. One was a T-shaped concrete block, or a disk-shaped concrete plate with a leg. The other was a conical concrete block without a leg. The results of shaking table tests showed that the foundation with the top-shaped concrete blocks was most effective in reducing the settlement among the three types of foundation. FEM elastic analyses were performed to compute the stress distributions in the models and in-situ ground when the top-shaped concrete blocks were applied and to confirm whether liquefaction resistance of the sand layer below the foundation is large. Moreover, the factor of safety against liquefaction, FL was evaluated in in-situ model ground, in order to compare with sensitivities against liquefaction in the ground without countermeasures and with top-shaped concrete blocks. For the liquefaction analyses, shear stress in the ground during an earthquake was estimated by dynamic analyses using the SHAKE computer program.
  • ANESTIS S. AVRAMIDIS, SURENDRA K. SAXENA
    土質工学会論文報告集
    1990年 30 巻 3 号 53-68
    発行日: 1990/09/15
    公開日: 2008/02/29
    ジャーナル フリー
    The original Drnevich Resonant Column apparatus has been designed for testing cylindrical soil specimen with maximum longitudinal and torsional stiffnesses corresponding to approximate resonant frequencies 285 Hz and 318 Hz respectively. This apparatus has been modified successfully and its stiffness has been increased to over threefold in the longitudinal vibratory mode and at least twofold in the torsional vibratory mode. Monterey No. O sand samples prepared at approximate relative densities 43% and 60% were tested with the original and the modified apparatus in the range of effective confining pressures from 49 kPa to 588 kPa. Measurement of dynamic moduli values measured with the original apparatus were up to 23% higher, and damping values up to five times higher than those measured by the modified apparatus.
  • 有山 正孝
    日本物理学会誌
    1961年 16 巻 6 号 427-
    発行日: 1961/06/05
    公開日: 2021/04/14
    ジャーナル フリー
  • TETSUO TOBITA, GI-CHUN KANG, SUSUMU IAI
    SOILS AND FOUNDATIONS
    2011年 51 巻 6 号 1091-1102
    発行日: 2011年
    公開日: 2012/01/18
    ジャーナル オープンアクセス
    The uplift behavior of sewage manholes due to liquefaction in a trench is investigated through a series of dynamic centrifuge model tests. The objectives of a series of tests are to study the mechanism of the uplift and to obtain relationships among uplift displacement and factors affecting the uplift. The factors considered in the experiments are the ground water levels, the magnitude of input accelerations, the duration time of shaking, the relative densities of trench backfill and the native ground, the material of native ground, the volume of a trench, the apparent unit weight of a manhole, and the contact conditions at the bottom of a manhole. Test results show that the primary cause of uplift is the reduction of the effective confining stress near the bottom of a manhole due to strong shaking. The magnitude of uplift is found to be strongly correlated with the ground water depth, the intensity of shaking, the shear deformation of the trench, and the contact conditions at the bottom of the manhole. These findings are believed to be useful for engineering practice in the mitigation of the manhole uplift.
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