Updated on 2024/03/02

写真a

 
HIRAKAWA Daiki
 
Organization
Faculty of Science and Engineering Professor
Other responsible organization
Civil, Human and Environmental Science and Engineering Course of Graduate School of Science and Engineering, Master's Program
Civil, Human and Environmental Science and Engineering Course of Graduate School of Science and Engineering, Doctoral Program
Contact information
The inquiry by e-mail is 《here
External link

Degree

  • 博士(工学) ( 東京大学 )

  • 修士(工学) ( 東京大学 )

Education

  • 2003.9
     

    The University of Tokyo   Graduate School, Division of Engineering   doctor course   completed

  • 2000.9
     

    The University of Tokyo   Graduate School, Division of Engineering   master course   completed

  • 1998.3
     

    Tokyo University of Science   Faculty of Science and Engineering   graduated

Research History

  • 2019.4 -  

    中央大学 理工学部 都市環境学科 教授

  • 2015.4 - 2019.3

    中央大学 理工学部 都市環境学科 准教授

  • 2012.4 - 2015.3

    防衛大学校 システム工学群 建設環境工学科 講師

  • 2008.4 - 2012.3

    防衛大学校 システム工学群 建設環境工学科 助教

  • 2007.4 - 2008.3

    東京理科大学 理工学部 土木工学科 助教

  • 2003.10 - 2007.3

    東京理科大学 理工学部 土木工学科 助手

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Professional Memberships

  • International geosynthetics Society

  • 土木学会

  • 地盤工学会

  • International Society for Soil Mechanics and Geotechnical Engineering

Research Interests

  • Geotechnical Engineering

Research Areas

  • Social Infrastructure (Civil Engineering, Architecture, Disaster Prevention) / Geotechnical engineering  / 地盤工学

Papers

  • 破砕コンクリートへのジオグリッド補強⼟技術の適⽤に関する考察 Reviewed

    平川大貴

    ジオシンセティックス論文集   38   77 - 82   2023.12

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  • 埋設した蛇籠型受圧体による⽔平抵抗⼒の増⼤効果に関する模型実験 Reviewed

    安藤龍, 荒木裕行, 平川大貴

    ジオシンセティックス論文集   38   25 - 31   2023.12

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  • 突固め試験による砂質土の締固め特性の把握とその妥当性の検討

    樋口駿之介, 戸舘総一郎, 平川大貴

    土の締固め管理の合理化に関するシンポジウム   45 - 50   2022.12

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  • MODEL EXPERIMENTAL TESTS ON INTEGRAL AND GRS INTEGRAL BRIDGES SUBJECTED TO CYCLIC HORIZONTAL LOADS Reviewed

    SEGA Tatsuo, MAKINO Satoshi, KUBOTA Yuki, NISHIOKA Hidetoshi, HIRAKAWA Daiki

    Geosynthetics Engineering Journal   37   47 - 54   2022.12

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    Language:Japanese   Publisher:Japan Chapter of International Geosynthetics Society  

    This study investigates the phenomenon of increased earth pressure due to thermal expansion and contraction of girders of integral bridges. Model experiments were conducted using aluminum rod–laminate ground to apply cyclic horizontal loading. Normal and GRS (Geosynthetic Reinforced Soil) integral bridges were used for the experiments, and three patterns of cyclic horizontal displacements—only the active side, both the active and passive sides, and only the passive side—were applied to simulate different seasons when the girder was integrated. The experimental results showed that the reinforcement could reduce the increased earth pressure. The earth pressure at the time of displacement of the passive side increased as the ratio of the displacement of the passive side to the displacement of the active side in cyclic loading increased, regardless of whether reinforcement was used.

    DOI: 10.5030/jcigsjournal.37.47

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  • 押え盛土による既存堤防の耐震化に関する基礎研究 Reviewed

    平川大貴, 荒木裕行

    ジオシンセティックス論文集   36   97 - 102   2021.12

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    Language:Japanese   Publishing type:Research paper (scientific journal)   Publisher:国際ジオシンセティックス学会日本支部  

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  • Resistance force and ground behavior in thrust protection for buried pipes using geogrid gabion Reviewed

    Araki H, Hirakawa D

    International Journal of GEOMATE   20 ( 81 )   1 - 7   2021.5

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    Publishing type:Research paper (scientific journal)   Publisher:International Journal of Geomate  

    DOI: 10.21660/2021.81.gx172

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  • 補強効果に及ぼすジオグリッドの交点強度の影響 Reviewed

    平川大貴, 荒木裕行

    ジオシンセティックス論文集   34   203 - 208   2019.12

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    Language:Japanese   Publishing type:Research paper (scientific journal)   Publisher:国際ジオシンセティックス学会日本支部  

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  • Effects of thrust protecting method for buried pipe using geogrid gabion of different sizes Reviewed

    H. Araki, D. Hirakawa

    International Journal of GEOMATE   16 ( 58 )   62 - 68   2019.6

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    Language:English   Publishing type:Research paper (scientific journal)  

    DOI: 10.21660/2019.58.8152

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  • 偏心荷重を受ける帯基礎の支持力特性に対するジオグリッド補強の効果 Reviewed

    平川大貴, 荒木裕行

    ジオシンセティックス論文集   33   175 - 182   2018.12

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    Language:Japanese   Publishing type:Research paper (scientific journal)   Publisher:国際ジオシンセティックス学会日本支部  

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  • 補強効果に及ぼす礫質土の力学特性の影響 Reviewed

    川崎佑斗, 平川大貴, 荒木裕行

    ジオシンセティックス論文集   33   23 - 26   2018.12

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    Language:Japanese   Publishing type:Research paper (scientific journal)   Publisher:国際ジオシンセティックス学会日本支部  

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  • 補強効果に及ぼす礫質土の力学特性の影響 Reviewed

    川崎佑斗, 平川大貴, 荒木裕行

    ジオシンセティックス論文集   33   27 - 32   2018.12

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    Language:Japanese  

    DOI: 10.5030/jcigsjournal.33.27

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  • 礫質土を用いたジオセルによる既設矢板岸壁の耐震補強対策に関する基礎的検討 Reviewed

    荒木裕行, 深瀬直人, 平川大貴

    土木学会論文集C(地圏工学)   74 ( 4 )   488 - 499   2018.10

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  • 再生地盤材料としての破砕コンクリートの工学的性質 Reviewed

    平川大貴, 荒木裕行

    土木学会論文集C(地圏工学)   74 ( 2 )   192 - 201   2018.5

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    Language:Japanese   Publishing type:Research paper (scientific journal)   Publisher:土木学会  

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  • 母岩の違いによる礫質土の工学的特性の差異 Reviewed

    平川大貴

    土木学会論文集C(地圏工学)   74 ( 2 )   202 - 212   2018.5

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  • 蛇籠型受圧体を用いた埋設管屈曲部のスラスト力防護工法の提案 Reviewed

    荒木裕行, 平川大貴

    土木学会論文集C(地圏工学)   74 ( 1 )   106 - 117   2018.4

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  • ジオセルで補強された矢板式岸壁の地震時安定性 Reviewed

    深瀬直人, 平川大貴, 荒木裕行

    ジオシンセティックス論文集   32   141 - 146   2017.12

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    Language:Japanese   Publishing type:Research paper (scientific journal)   Publisher:国際ジオシンセティックス学会日本支部  

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  • 短繊維混合した礫質土の力学的特性 Reviewed

    陳金賢, 平川大貴

    ジオシンセティックス論文集   31   37 - 44   2016.12

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    Language:Japanese   Publishing type:Research paper (scientific journal)   Publisher:国際ジオシンセティックス学会日本支部  

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  • 再生路盤材料の工学的特性と短繊維混合による変形抑制効果 Reviewed

    平川大貴, 宮田喜壽

    ジオシンセティックス論文集   30   111 - 118   2015.12

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    Language:Japanese   Publishing type:Research paper (scientific journal)   Publisher:国際ジオシンセティックス学会日本支部  

    In Japan, innovations leading to lower maintenance and repair costs for asphalt pavement structures are required. For a general roadway in Japan, it is only possible to apply a soil reinforcing technology that is equivalent to excavating and backfilling concerned with maintenance of lifeline facilities. In this study, therefore, model loading tests on asphalt pavement with fiber-reinforced recycled concrete aggregate layer were performed to develop a new soil reinforcing technique that can be applied to ordinary road. As the results of the present study, it was confirmed that mixing short fiber in the subbase layer made of crushed concrete aggregate has advantage to reducing the residual settlement caused by heavy traffic load.

    DOI: 10.5030/jcigsjournal.30.111

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  • Roller compaction behavior of short fiber reinforced gravelly soil Reviewed

    Daiki Hirakawa, Yoshihisa Miyata

    15th Asian Regional Conference on Soil Mechanics and Geotechnical Engineering, ARC 2015: New Innovations and Sustainability   2   2164 - 2169   2015

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    Language:English   Publishing type:Research paper (international conference proceedings)   Publisher:Asian Regional Conference on Soil Mechanics and Geotechnical Engineering  

    In pavement structure, short fiber reinforcing technique is hoped as an effective method for improving the stability of the subbase or subgrade layers against traffic load. In this paper, compaction behavior of short fiber reinforced is discussed by the results of laboratory compaction tests. As the results of roller compaction tests, it was confirmed that the value of σd stably increases with an increase in the number of roller passing even if initial σd value at spreading was lower. At 8 passing of roller compaction, the realized rd value around the wopt become higher than the maximum dry density (σd)max obtained from the Proctor test. This results shows that the current compaction control method for the subbase of pavement structure can also be applied to short fiber reinforced soil.

    DOI: 10.3208/jgssp.JPN-080

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  • ジオグリッド補強による路盤の高安定化 Reviewed

    ジオシンセティックス論文集   29   139 - 146   2014.12

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    Language:Japanese   Publishing type:Research paper (scientific journal)   Publisher:国際ジオシンセティックス学会日本支部  

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  • ジオグリッド蛇籠工を有する耐津波土構造物の提案 Reviewed

    多田 毅, 宮田 喜壽, 平川 大貴, 弘中 淳市, 小浪 岳治, 大谷 義則

    ジオシンセティックス論文集   29   81 - 86   2014.12

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  • Mechanical properties of fiber reinforced gravelly soil Reviewed

    D.Hirakawa, Y. Miyata

    Proc. of 10<SUP>th</SUP> Int. Conf. on Geosynthetics   2014.9

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    Language:English   Publishing type:Research paper (scientific journal)   Publisher:International Geosynthetics Society  

    This study focused on a reinforcing method that used short fibers to reinforce the gravelly soil applied as the base course of an asphalt pavement structure. The fundamental performances of the fiber reinforced gravelly soil, such as the structure of the fiber mixed soil, compaction properties, and strength properties, were investigated using laboratory tests. The following conclusions were obtained from these experimental investigations. 1) When the fiber content of over 0.5% by dry weight of soil was used, it formed local concentrations in the soil, and the structure of the mixed soil was not uniform. 2) The compaction properties of the fiber reinforced soil were almost the same as those of the soil alone. 3) The peak strength of the gravelly soil increased when mixed with short fibers with a wide range of density condition.

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  • 道路路盤へのジオシンセティックス補強土技術の適用性の検討 Reviewed

    平川大貴, 宮田喜壽

    ジオシンセティックス論文集   28   311 - 318   2013.12

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    Language:Japanese   Publishing type:Research paper (scientific journal)   Publisher:国際ジオシンセティックス学会日本支部  

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  • Strength and stiffness of compacted crushed concrete aggregate Reviewed

    Fumio Tatsuoka, Yu-Ichi Tomita, Yusuke Iguchi, Daiki Hirakawa

    SOILS AND FOUNDATIONS   53 ( 6 )   835 - 852   2013.12

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    Language:English   Publishing type:Research paper (scientific journal)   Publisher:JAPANESE GEOTECHNICAL SOC  

    A comprehensive series of drained triaxial compression tests were performed on crushed concrete aggregate (CCA) moist as compacted. When compared to ordinary natural well-graded gravelly soils, the peak strength and stiffness increase more significantly with dry density, while the effect of the degree of saturation during compaction is much less significant. In a range of confining pressure of 30-600 kPa, the strength and stiffness of well-compacted CC A is similar to, or, in some cases even higher than typical selected high-class backfill materials (e.g well-graded gravelly soil of crushed quarry hard rock). The strength and stiffness of (CA with a maximum particle size D-max=37.5 mm obtained from a typical concrete crushing plant are noticeably lower than CCA sieved to D-max=19 mm compacted using the same energy. However, when compacted to the same dry density, the original (CA exhibits the strength and stiffness higher than the sieved CCA. Effects of the strength of original concrete on the strength and stiffness of compacted CCA are insignificant, while the strength and stiffness of compacted CCA are, respectively, noticeably higher than, or similar to, the original concrete aggregate (i.e., natural gravelly soil) compacted using the same energy. All these results indicate that well-compacted CCA can be used as the backfill material for important civil engineering soil structures requiring a high stability while allowing a limited amount of deformation. (C) 2013 The Japanese Geotechnical Society. Production and hosting by Elsevier B.V. All rights reserved

    DOI: 10.1016/j.sandf.2013.10.003

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  • 水平排水工と補強土壁の併用による斜面上盛土の耐降雨性能の強化 Reviewed

    平川大貴, 宮田喜壽

    ジオシンセティックス論文集   27   11 - 18   2012.12

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    Language:Japanese   Publishing type:Research paper (scientific journal)   Publisher:国際ジオシンセティックス学会日本支部  

    A series of laboratory model tests were performed to investigate the methodology of improvement of the structural stability of embankment on slope against rainfall. In this study, the effects of geosynthetic-reinforced soil as well as drainage and filtration technologies on the stability of soil structure against rainfall were focused. As the results of experimental investigation, it was confirmed that the stability of soil structure against rainfall can be improved effectively by applying the geosynthetic-reinforced retaining wall to the toe of the embankment with drainpipes which can be maintained in working period to keep the function.

    DOI: 10.5030/jcigsjournal.27.11

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    Other Link: https://jlc.jst.go.jp/DN/JALC/10013790263?from=CiNii

  • ICT-Based lifecycle management system for geotechnical structure

    Y.Miyata, D.Hirakawa, T.Tada, T.Konami, R.Bathurst

    Proc. of Int. Workshop on ICT in Geo-Engineering   185 - 191   2012.5

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  • Dynamic stability of geosynthetic-reinforced soil integral bridge Reviewed

    H. Munoz, F. Tatsuoka, D. Hirakawa, H. Nishikiori, R. Soma, M. Tateyama, K. Watanabe

    GEOSYNTHETICS INTERNATIONAL   19 ( 1 )   11 - 38   2012.2

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    Language:English   Publishing type:Research paper (scientific journal)   Publisher:ICE PUBLISHING  

    To evaluate the dynamic stability of different bridge types, the results from a series of shaking-table tests on small-scale models of the following bridge types were analysed within the framework of the single-degree-of-freedom theory: (1) a conventional bridge (CB), comprising a girder (i.e. deck) supported via a pair of movable and fixed bearings (i.e. shoes) by gravity-type abutments (without a pile foundation) having unreinforced backfill; (2) a GRS-RW bridge, comprising a girder supported via a pair of movable and fixed bearings by a pair of sill beams placed on the crest of a pair of geosynthetic-reinforced soil-retaining walls (GRS-RWs) having a stage-constructed full-height rigid facing; (3) an integral bridge (IB), comprising a girder integrated to a pair of abutments (without bearings) and unreinforced backfill; (4) a GRS integral bridge, comprising a girder integrated to the abutments (in the same way as the IB bridge) while the backfill is reinforced with geosynthetic layers connected to the facings (in the same way as the GRS-RW bridge); and (5) a GRS integral bridge with a cement-mixed soil zone of rectangular prismatic or trapezoidal shape immediately behind the facing. The following is shown: the stability of the bridge against dynamic excitations increases: (1) with an increase in the initial natural frequency via an increase in the initial stiffness; (2) with a decrease in the decreasing rate of stiffness during cyclic loading (i.e. an increase in the dynamic ductility); (3) with an increase in the damping energy dissipation capacity near and at failure; and (4) with an increase in the dynamic strength. With the GRS integral bridge, the structural integration and geosynthetic-reinforcing of the backfill, as well as cement-mixing of the backfill immediately behind the facings, all contribute to the evolution of these four factors. The natural frequency can then always be kept much higher than the predominant frequency of ordinary design earthquake motion, the response acceleration is kept sufficiently low, and the dynamic stability can be kept very high.

    DOI: 10.1680/gein.2012.19.1.11

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  • Effects of subbase geogrid reinforcement on residual deformation characteristics of asphalt pavement Reviewed

    D. Hirakawa, Y. Miyata

    ADVANCES IN TRANSPORTATION GEOTECHNICS II   474 - 479   2012

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    Language:English   Publishing type:Research paper (international conference proceedings)   Publisher:CRC PRESS-TAYLOR & FRANCIS GROUP  

    This study focuses on the residual deformation properties of the subbase of asphalt pavement subjected to traffic loading. A series of laboratory model tests was performed on asphalt pavement to investigate the effect of wheel loading on the stress conditions and deformation properties of subbase aggregates. From the results, it was confirmed that residual settlement of the subbase is affected by the following two loading conditions; a) cyclic loading from both normal and shear stresses, and b) rotation of the principal stress axes. Residual deformation of the subbase is closely related to the stability of the surface asphalt layer. Therefore, reducing aggregate movement using soil improvement technology is important for maintain the long-term stability of the pavement structure. In this study, it was confirmed that applying geogrid reinforcing technology to the subbase can effectively reduce residual settling due to wheel loading.

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  • 施工時の損傷がジオグリッドの引張りクリープ特性に及ぼす影響 Reviewed

    松野剛, 宮田喜壽, 平川大貴

    ジオシンセティックス論文集   26   105 - 112   2011.12

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    Language:Japanese   Publishing type:Research paper (scientific journal)   Publisher:国際ジオシンセティックス学会日本支部  

    Influence of installation damage on tensile creep properties of HDPE geogrid was investigated in laboratory test. In a series of test, the temperature-acceleration creep tests were performed for geogrid which was damaged by compaction in sandwich with soil sample. New damage level evaluation method was proposed, which is based on 3D-roughness analysis and particle size of the soil sample. The proposed method is useful for evaluating influence of installation damage on tensile strength or creep property. Application of the proposed method for reliability design is also proposed.

    DOI: 10.5030/jcigsjournal.26.105

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  • 降雨に対する傾斜地盤上盛土の安定性強化の検討 Reviewed

    平川大貴, 宮田喜壽

    ジオシンセティックス論文集   26   203 - 210   2011.12

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    Language:Japanese   Publishing type:Research paper (scientific journal)   Publisher:国際ジオシンセティックス学会日本支部  

    A series of laboratory model tests on embankment were performed to investigate the method of improving the structural stability of soil structure that was constructed upon slope against rainfall. The effects of the amount of rainwater flowing into the embankment from the natural ground and the surrounding on the stability of soil structures were focused in the present study. As the results of model tests, the stability of the embankment upon slope depends on the amount of seepage pressure at toe of the slope. In the present study, it was confirmed that soil-reinforcement by using geosynthetics with counterweight for the toe and drainage is effective for improvement of structural stability of soil structure against rainfall. The geosynthetic-reinforcing is also effective against erosion due to surface water.

    DOI: 10.5030/jcigsjournal.26.203

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  • 施工時の損傷レベルがHDPEジオグリッドの引張り強度特性に及ぼす影響 Reviewed

    松野剛, 宮田喜壽, 平川大貴

    ジオシンセティックス論文集   25   47 - 52   2010.12

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    Language:Japanese   Publishing type:Research paper (scientific journal)   Publisher:国際ジオシンセティックス学会日本支部  

    Tensile strength properties of HDPE geogrid, which was damaged by compaction in sandwich with gravel, were investigated. Damage level was evaluated by surface roughness measured by a laser microscope, and deformation of tensile tests was evaluated by image analysis method. Effect of damage level on tensile strength properties is discussed statistically. Achievement of this paper will contribute for design strength evaluation of geogrid.

    DOI: 10.5030/jcigsjournal.25.47

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    Other Link: https://jlc.jst.go.jp/DN/JALC/00361260891?from=CiNii

  • ジオシンセティックスによる盛土構造物の降雨時安定性の向上 Reviewed

    平川大貴, 宮田喜壽

    ジオシンセティックス論文集   25   83 - 90   2010.12

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    Language:Japanese   Publishing type:Research paper (scientific journal)   Publisher:国際ジオシンセティックス学会日本支部  

    In every year, the slope failure of embankment frequently took place in Japan. Main factors of such embankment failure are seepage flow in the embankment and surface erosion as well as lateral flow of the backfill due to saturation. It was considered that embankment stability against rainfall can be increase by draining of the porewater at the toe of slope as well as reinforcing of the backfill by using geosynthetics. In this paper, the effects of drainage of the porewater and reinforcing of the backfill with geosynthetics on embankment stability against rainfall were investigated by performing of a series of laboratory model tests. As the results of model tests, it was confirmed that drainage of the porewater and reinforcing of the backfill with geosynthetics is effective method to improvement embankment stability against rainfall.

    DOI: 10.5030/jcigsjournal.25.83

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    Other Link: https://jlc.jst.go.jp/DN/JALC/00361260952?from=CiNii

  • Development of a new bridge type, GRS integral bridge Reviewed

    F.Tatsuoka, H.Nishikiori, M.Soma, D.Hirakawa, T.Kiyota, M.Tateyama, K.Watanabe

    Proc. of 9th Int. Conf. on Geosynthetics   1659 - 1664   2010.5

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  • Post-construction tensile load and strain behaviour of geogrids arranged in full-scale high walls Reviewed

    W.Kongkitkul, F.Tatsuoka, D.Hirakawa, T.Sugimoto, S.Kawahata, M.Ito

    Proc. of 9th Int. Conf. on Geosynthetics   1605 - 1610   2010.5

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  • FE analysis implemented with particle discretization for reinforced-stabilized soil with geogrid Reviewed

    Y.Miyata, D.Hirakawa

    Proc. of 9th Int. Conf. on Geosynthetics   699 - 702   2010.5

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    Language:English   Publishing type:Research paper (scientific journal)   Publisher:International Geosynthetics Society  

    Geogrid reinforcement technique can improve the brittle behavior of stabilized soil. This paper discusses new Finite Element (FE) analysis method to simulate mechanical behavior of reinforced-stabilized soil by geogrid. The biggest feature of the proposed analysis method is the ease of expressing discontinues deformation as separation of two adjacent Voronoi blocks owing to the particle discretization that uses nonoverlapping characteristic functions. In this paper, outline of geogrid reinforcement of stabilized soil and basic concept of new FE method are explained. Numerical simulation results for laboratory model test are shown.

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  • Time histories of tensile force in geogrid arranged in two full-scale high walls Reviewed

    W. Kongkitkul, F. Tatsuoka, D. Hirakawa, T. Sugimoto, S. Kawahata, M. Ito

    GEOSYNTHETICS INTERNATIONAL   17 ( 1 )   12 - 33   2010.2

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    Language:English   Publishing type:Research paper (scientific journal)   Publisher:THOMAS TELFORD PUBLISHING  

    Two tall geosynthetic-reinforced soil (GRS) walls, one 16.7 m high supporting a sloped embankment, and the other 21.1 m high with a level backfill, were constructed to support the taxi way of Mt. Fuji Shizuoka Airport, Shizuoka Prefecture, Japan, which was opened to service in June 2009. As only limited residual deformation during service is allowed and high stability is required, the backfill was a well-graded gravelly soil, which was well compacted at controlled water content and reinforced with geogrid reinforcement. In the respective walls, three representative geogrid layers were fitted with a number of electric-resistance strain gauges to monitor the geogrid tensile strains during and after construction to ensure high stability and sufficient serviceability. After the wall construction had been completed, the geogrid strains were either only increasing at a very low rate, or had stopped increasing, or had started decreasing. A series of in-air tensile loading tests were performed on different geogrid types used for the wall construction to evaluate their elasto-viscoplastic properties. The time histories of tensile force in the geogrid layers were estimated from the measured time histories of the geogrid strains based on a non-linear three-component rheology model using the model parameters determined by the in-air tensile loading tests. After the end of wall construction, the estimated geogrid tensile force was either increasing at a very low rate or was decreasing with time. Even at the locations where it tended to increase with time, the estimated geogrid tensile force never increased greatly by the end of a typical design life (i.e. 50 years) from the value at the end of wall construction. As the estimated maximum geogrid force at the end of the design lifetime is substantially lower than the respective design tensile rupture strengths, it is estimated that creep rupture failure of the geogrid is utterly unlikely. The analysis suggests that these estimates are also relevant when the lifetime is 100 years. The framework to estimate the time histories of reinforcement force from the time histories of measured reinforcement strains used in this study can be applied to other similar cases.

    DOI: 10.1680/gein.2010.17.1.12

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  • A new type integral bridge comprising Geosynthetic-reinforced soil walls Reviewed

    F. Tatsuoka, D.Hirakawa, M. Nojiri, H.Aizawa, H.Nishikiori, R.Soma, M.Tateyama, K.Watanabe

    Geosynthetics International   16 ( 3 )   301 - 326   2009.12

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  • 促進クリープ試験によるジオグリッドの長期クリープ変形量の評価 Reviewed

    平川大貴, 宮田喜壽

    ジオシンセティックス論文集   24   83 - 90   2009.12

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    In the geosynthetics engineering field, long-term creep deformation of polymeric geogrids has been evaluated by performing of creep test under a constant temperature. However, it is difficult to directly evaluate the long-term creep deformation of polymeric geogrids corresponding to the design life time by using this method. In the present study, a series of accelerated creep tests based on time-temperature superposition principle was performed to evaluate long-term creep deformation of various types of polymeric geogrids. In total four types of geogrids made by polypropylene (PP), high-dense polyethylene (HDPE), polyester (PET) and vinylon were used. As a result of the present study, it was confirmed that accelerated creep test can evaluate the long-term creep deformation of various types of polymeric geogrids.

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  • ジオコンポジットの河川堤防侵食抑制効果に関する水路実験 Reviewed

    多田毅, 宮田喜壽, 平川大貴, 近藤誠二, 今川圭太郎, 寺田泰昌

    ジオシンセティックス論文集   24   183 - 192   2009.12

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    This paper discusses on geosynthetic-erosion control method for levees. This method is an intimate river work for natural conservation. In this study, 16m-flume model tests were conducted to investigate the optimum shape of geocomposite for erosion control. This paper reports the laboratory model test results and proposed new evaluation methods for erosion control effects of geo-composite.

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  • GRS一体橋梁の特徴と開発経緯 Reviewed

    龍岡文夫, 舘山勝, 平川大貴, 渡辺健治, 清田隆

    ジオシンセティックス論文集   24   205 - 210   2009.12

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    &ldquo;Geosynthetic-reinforced soil (GRS) Integral Bridge&rdquo; comprises &ldquo;Integral Bridge&rdquo; and &ldquo;Bridge with GRS Retaining Walls as Abutments&rdquo;, improving the structural and soil components, respectively, of conventional type bridges. GRS Integral Bridge is characterised by; 1) the use of a continuous girder connected to the top of RC facing, without using bearings, which reduces the cost for construction and maintenance; 2) reinforcing the backfill with geosynthetic reinforcement (e.g., a geogrid) connected to the back of the facing; and 3) the staged construction of a full-height rigid facing by casting-in-place concrete on the wrapped-around wall face of the reinforced backfill after the deformation of the backfill and supporting ground by the backfill weight is over, which makes possible high compaction of the backfill immediately behind the facing and prevents the damage to the connection between the reinforcement and the facing while making the structure of the facing simple and the need for pile foundations lighter. As the facing is a continuous beam supported at many levels with a small vertical span (i.e., 30 cm), damage by annual cyclic thermal deformation of the girder and seismic load is minimised.

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  • 盛土をジオグリッド補強したインテグラルブリッジの常時及び耐震性能に及ぼす構造諸条件の影響 Reviewed

    相馬亮一, 龍岡文夫, 平川大貴, 野尻峯広, 相澤宏幸, 錦織大樹, 渡辺健治, 清田隆

    ジオシンセティックス論文集   24   211 - 218   2009.12

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    The geosynthetic reinforced retaining wall has been known as a highly cost-effective method for retaining wall. A new type bridge, geosynthetic-reinforced soil (GRS) integral bridge which combines integral bridge with geosynthetic reinforced backfill has been proposed. We performed a series of static loading tests and shaking table tests with small models to evaluate the stability of GRS integral bridge. The active failure and increment of earth pressure of backfill due to annual expansion and contraction of the deck is solved by geosynthetic-reinforcing of backfill. The seismic failure mechanism of GRS integral bridge is also revealed by shaking table tests. We performed another series of tests to consider the effect of structural condition to the stability of GRS integral bridge. The model test results and consideration of effect of structural condition on GRS integral bridge are summarised.

    DOI: 10.5030/jcigsjournal.24.211

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  • Rate-dependent behaviour of clay during cyclic 1D compression Reviewed

    S. Kawabe, W. Kongkitkul, D. Hirakawa, F. Tatsuoka

    Proceedings of the 17th International Conference on Soil Mechanics and Geotechnical Engineering: The Academia and Practice of Geotechnical Engineering   1   303 - 307   2009

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    Drained constant-rate-of-strain one-dimensional compression tests at different strain rates with and without large unload/reload cycles and many sustained loading (SL) stages, as well as standard consolidation tests, were performed on reconstituted and undisturbed soft clays. Significantly rate-dependent stress-strain behaviour of Isotach type, not due to delayed dissipation of excessive pore water pressure but due to the viscous properties of clay, was observed. The creep axial strain rate at SL stages while otherwise the effective axial stress σ′ a was increasing at positive axial strain rates ε̇ a was always positive. The creep axial strain rate at SL stages while otherwise σ′ a was decreasing was basically negative, whereas it was positive immediately after load reversal from primary loading. Irrespective of the signs of current σ̇′ a and ε̇ a, primary loading and reloading are defined by ε̇ a ir &gt
    0, while unloading by ε̇ a ir &lt
    0. These trends of behaviour are simulated by the non-linear three-component elasto-viscoplastic model. © 2009 IOS Press.

    DOI: 10.3233/978-1-60750-031-5-303

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  • 橋台背面ジオシンセティックス補強盛土のセメント改良によるインテグラルブリッジの安定化 Reviewed

    相馬亮一, 錦織大樹, 龍岡文夫, 有田貴司, 坂井優, 田村智宏, 平川大貴, 相澤宏幸

    ジオシンセティックス論文集   23   161 - 168   2008.12

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    Geosynthetic-Reinforced Soil Integral Bridge (GRS-IB) consists of an integral bridge comprising a girder unified to a pair of abutment and the backfill reinforced with geosynthetic-reinforcement layers connected to the back of the facing. It is shown that, cement-mixing the backfill zone immediately behind the abutment, GRS-IB becomes more stable against seismic load as well as cyclic displacements at the top of the abutment due to seasonal thermal deformation of the girder. Failure of GRS-IB is triggered by passive failure at the top of backfill, which results into a pushing out of the bottom of the abutment. It is effective for an increase in the stability of GRS-IB against both seismic and static loading to increase the passive resistance by cement-mixing a relevant zone of the backfill. The above was validated by performing a series of shaking table tests and static cyclic lateral loading tests on scaled models of GRS-IB.

    DOI: 10.5030/jcigsjournal.23.161

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  • 杭基礎によるGRS一体橋梁の高安定化 Reviewed

    平川大貴, 龍岡文夫, 相澤宏幸, 錦織大樹, 相馬亮一

    ジオシンセティックス論文集   23   169 - 176   2008.12

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    The effects of pile foundation on the stability of GRS integral bridge were investigated by performing the followings two model loading tests; a) lateral loading model wall tests that was simulated to the thermal lateral cyclic displacements at the top of the facing caused by seasonal thermal expansion and contraction of the bridge girder, and b) 1g shaking table tests. From the results of the lateral loading wall tests, the residual settlement of backfill due to the thermal cyclic displacement of the girder were fully alleviated by not only reinforcing the backfill but also fixing the lateral displacement of bottom of the facing by using of pile foundations. On the other hand, it was confirmed that the seismic stability of GRS integral bridge without pile foundation is sufficiently high. The seismic stability of GRS integral bridge does not increase when pile group with short piles were applied. It is necessary to apply group pile with short piles to ensure sufficiently high stability of GRS integral bridge.

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  • 地盤剛性評価法としてのFWD 試験と平板載荷試験の関係の検討 Reviewed

    平川大貴, 増田直哉, 龍岡文夫, 川崎廣貴

    地盤工学ジャーナル   3 ( 4 )   307 - 320   2008.12

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    A series of falling weight deflectmeter tests (FWD tests) and plate loading tests (PLT) were performed in the laboratory to evaluate the stiffness of sand ground and to compare the responses from these two types of loading tests. The plate diameters were 150 and 300 mm for both types of tests. The model ground was made of air-dried poorly graded angular silica sand. The ground stiffness from the FWD tests was larger than the one from the PLT under otherwise the same conditions. It was found that this difference is caused by the fact the plate settlement velocity in the FWD tests is substantially higher, by a factor of about 104, then that of the PLT and due mainly to the following two factors: a) the loading rate effects by material viscosity of the backfill soil; and b) effects of dynamic response of the ground in the FWD tests. The methods to correct FWD test results for these two factors were developed and proposed. The relationships between the plate pressure and the settlement from the FWD tests corrected for these two factors agree rather well with those from the PLT. It is shown that the ground response in FWD tests becomes closer to that in PLT by decreasing the stiffness of the buffer used in the FWD tests. A method to infer the plate pressure - settlement relation under the PLT loading conditions from FWD tests using buffers having different stiffness values is suggested.

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  • 圧密条件が固化土のジオグリッド補強効果に及ぼす影響 Reviewed

    日野貞義, 宮田喜壽, 平川大貴

    ジオシンセティックス論文集   23   59 - 62   2008.12

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    Language:Japanese   Publishing type:Research paper (scientific journal)   Publisher:国際ジオシンセティックス学会日本支部  

    Authors examine reinforcing effect of stabilized soil. Two kinds of consolidation conditions were compared based on the idea that curing and consolidation are advancing simultaneously in the reinforced-stabilized ground. Compared one is a case where an underwater curing period is long and consolidation time is short, the other is a case where an underwater curing period is short and consolidation time is long. Reinforcing effect was evaluated as apparent cohesion regardless of consolidation condition. In a case where underwater curing period is short and consolidation time is long, the higher strength was observed.

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  • Benefits of Geosynthetic-reinforcing the backfill for integral bridge Reviewed

    F.Tatsuoka, D.Hirakawa, H.Aizawa, H.Nishikiori, R.Soma, M.Tateyama

    Proc. of 4th European Geosynthetics Conf.   2008.9

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  • 砂礫盛土材の変形強度特性に与える締固め条件の影響 Reviewed

    平川大貴, 川原園美幸, 龍岡文夫

    土木学会論文集C   64 ( 2 )   253 - 266   2008.4

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  • 種々の条件での繰返し及び単調載荷における粗粒材の変形強度特性 Reviewed

    佐々木朋子, 木村勝, 長谷川浩夫, 島峰徹夫, 龍岡文夫, 平川大貴

    土木学会論文集C   64 ( 2 )   209 - 225   2008.4

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  • Residual deformation of geosynthetic-reinforced sand in plane strain compression affected by viscous properties of geosynthetic reinforcement Reviewed

    Warat Kongkitkul, Daiki Hirakawa, Fumio Tatsuoka

    Soils and Foundations   48 ( 3 )   333 - 352   2008

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    A series of plane strain compression (PSC) tests were performed on large sand specimens unreinforced or reinforced with prototype geosynthetic reinforcements, either of two geogrid types and one geocomposite type. Local tensile strains in the reinforcement were measured by using two types of strain gauges. Sustained loading (SL) under fixed boundary stress conditions and cyclic loading (CL) tests were performed during otherwise monotonic loading at a constant strain rate to evaluate the development of creep deformation by SL and residual deformation by CL of geosynthetic-reinforced sand and also residual strains in the reinforcement by these loading histories. It is shown that the creep deformation of geosynthetic-reinforced sand develops due to the viscous properties of both sand and geosynthetic reinforcement, while the residual deformation of geosynthetic-reinforced sand during CL (defined at the peak stress state during CL) consists of two components: i) the one by the viscous properties of sand and reinforcement
    and ii) the other by rate-independent cyclic loading effects with sand. The development of residual deformation of geosynthetic-reinforced sand by SL and CL histories had no negative effects on the subsequent stress-strain behaviour and the compressive strength was maintained as the original value or even became larger by such SL and CL histories. The local tensile strains in the geosynthetic reinforcement arranged in the sand specimen subjected to SL decreased noticeably with time, due mainly to lateral compressive creep strains in sand during SL of geosynthetic- reinforced sand. This result indicates that, with geosynthetic-reinforced soil structures designed to have a sufficiently high safety factor under static loading conditions because of seismic design, it is overly conservative to assume that the tensile load in the geosynthetic reinforcement is maintained constant for long life time. Moreover, during CL of geosynthetic-reinforced sand, the residual tensile strains in the geosynthetic reinforcement did not increase like global strains in the geosynthetic-reinforced sand that increased significantly during CL. These different trends of behaviour were also due to the creep compressive strains in the lateral direction of sand that developed during CL of geosynthetic-reinforced sand. Copyright© 2005-2009 National Institute of Informatics.

    DOI: 10.3208/sandf.48.333

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  • Stability analyses of nailed sand slope with facing Reviewed

    C. C. Huang, W. C. Lin, N. Mikami, K. Okazaki, D. Hirakawa, F. Tatsuoka

    NEW HORIZONS IN EARTH REINFORCEMENT   591 - 595   2008

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    Language:English   Publishing type:Research paper (international conference proceedings)   Publisher:TAYLOR & FRANCIS LTD  

    Modified Bishop's and Fellenius' slice methods were used in the stability analysis of the behaviour of a set of unreinfored and nailed model sand slopes in loading tests in the laboratory. One of the Bishop's methods (i.e., method 4) successfully simulates the ultimate footing load and the location of slip surfaces for the unreinforced slope and most of the reinforced slopes reinforced slope with various types of facing. This method takes into account the soil strength increase induced by the reinforcement force. An exceptional case in which the experimental and the analytical results are inconsistent as observed in Test No. I on a reinforced slope is explained by the so-called 'wide-slab' effect that was not taken into account in this analysis.

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  • Effect of facing rigidity on the stability of nailed sand slope in model tests Reviewed

    N. Mikami, K. Okazaki, D. Hirakawa, F. Tatsuoka, C. C. Huang

    NEW HORIZONS IN EARTH REINFORCEMENT   597 - 601   2008

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    A series of loading tests on nailed model sand slope covered with various types of facing was performed to investigate the effect of facing rigidity on the load-settlement behavior of nailed slopes loaded on its crest. The test results showed that the ultimate bearing capacity (i.e., the stability) of the nailed slope was effectively increased with an increase in the facing rigidity by using continuous stiff and/or flexible panel facings. It was also shown that the post-yielding strain hardening behavior of the nailed slope becomes significantly ductile by using effectively facing having a relevant rigidity.

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  • A new type integral bridge comprising of geosynthetic-reinforced soil walls Reviewed

    F. Tatsuoka, D. Hirakawa, M. Nojiri, H. Aizawa, M. Tateyama, K. Watanabe

    NEW HORIZONS IN EARTH REINFORCEMENT   803 - 809   2008

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    Language:English   Publishing type:Research paper (international conference proceedings)   Publisher:TAYLOR & FRANCIS LTD  

    A new type bridge combining an integral bridge and a pair of geosynthetic-reinforced soil (GRS) retaining walls having full-height rigid (FHR) facings, called the GRS integral bridge, is proposed. The geosynthetic reinforcement layers are connected to the facings (i.e., RC parapets) that are integrated with a girder. The GRS integral bridge is much more cost-effective in construction and long-term maintenance while having a higher seismic stability than conventional-type bridges having a girder via movable and fixed supports on either gravity-type abutments or GRS retaining walls and also than the conventional integral bridges. The GRS integral bridge alleviates several problems with the other types, mostly resulting from that the backfill is not reinforced and girder-supports are used, while taking advantage of their superior features.

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  • Effects of the tensile resistance of reinforcement in the backfill on the seismic stability of GRS integral bridge Reviewed

    D. Hirakawa, M. Nojiri, H. Aizawa, H. Nishikiori, F. Tatsuoka, K. Watanabe, M. Tateyama

    NEW HORIZONS IN EARTH REINFORCEMENT   811 - 817   2008

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    Language:English   Publishing type:Research paper (international conference proceedings)   Publisher:TAYLOR & FRANCIS LTD  

    A new bridge system comprising of a pair of geosynthetic-reinforced soil (GRS) retaining walls having full-height rigid facings unified with a girder is proposed. Shaking table tests were performed on five GRS integral bridge models to evaluate the effect of the tensile resistance of reinforcement layers on the seismic stability of the bridge. The dynamic stability of integral bridge increases by reinforcing the backfill and by increasing the tensile resistance of reinforcement layers, which increases with an increase in the number of reinforcement layer as well as an increase in the connection strength between the facing and the reinforcement layer for give pull-out strength and tensile rupture strength of reinforcement.

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  • Validation of high seismic stability of a new type integral bridge consisting of geosynthetic-reinforced soil walls Reviewed

    H. Aizawa, M. Nojiri, D. Hirakawa, H. Nishikiori, F. Tatsuoka, M. Tateyama, K. Watanabe

    NEW HORIZONS IN EARTH REINFORCEMENT   819 - 825   2008

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    Shaking table tests were performed on scaled models of four different bridge types: 1) the conventional-type, comprising of a pair of gravity-type abutments retaining unreinforced backfill; 2) the GRS RW bridge, comprising of a pair of geosynthetic-reinforced soil (GRS) retaining walls with full-height rigid (FHR) facings directly supporting a girder on the crest of the reinforced backfill; 3) the conventional integral bridge with unreinforced backfill, unifying a pair of FHR facings with a girder; and 4) a new type integral bridge comprising of a pair of GRS retaining walls having FHR facings (called the GRS integral bridge). It is shown that the seismic stability of the GRS integral bridge is highest among the four types examined because of several inherent structural advantages resulting in a monolithic behaviour of the whole bridge system.

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  • Post-construction time history of tensile force in geogrid arranged in a full-scale high wall Reviewed

    W. Kongkitkul, D. Hirakawa, T. Sugimoto, S. Kawahata, T. Yoshida, S. Ito, F. Tatsuoka

    GEOSYNTHETICS IN CIVIL AND ENVIRONMENTAL ENGINEERING   64 - 69   2008

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    Language:English   Publishing type:Research paper (international conference proceedings)   Publisher:ZHEJIANG UNIV PRESS  

    To confirm a very low possibility of tensile rupture until the end of specified life time of polymer geogrids arranged in a full-scale reinforced soil retaining wall (21 m-high with a slope of 1:0.3 in V:H) constructed to support a taxi way of an airport, time histories of tensile force in the reinforcement were estimated based on those of measured tensile strain in the reinforcements in the wall. To this end, tensile tests were performed on the geogrids and their elasto-viscoplastic properties were evaluated. A constitutive model was developed based on the test results. The model was validated by that the model can accurately predict the tensile load-strain-time behaviour of the geogrids when subjected to arbitrary loading histories. The time histories of tensile force in the geogrids in the wall estimated from the measured tensile strains based on the model indicate that, even in the most severe case among those analysed, the tensile force will increase with time to a very limited extent, towards a value significantly lower than the tensile rupture strength at the end of life time. This result indicates that eventual creep rupture of the geogrids in the wall is not likely unless significant degradation takes place.

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  • Importance of strong connection between geosynthetic reinforcement and facing for GRS integral bridge Reviewed

    F. Tatsuoka, D. Hirakawa, H. Aizawa, H. Nishikiori, R. Soma, Y. Sonoda

    GEOSYNTHETICS IN CIVIL AND ENVIRONMENTAL ENGINEERING   205 - 210   2008

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    Language:English   Publishing type:Research paper (international conference proceedings)   Publisher:ZHEJIANG UNIV PRESS  

    A new bridge system, called the GRS integral bridge, is proposed. This consists of an integral bridge, which integrates a pair of RC abutment and a continuous girder without using girder supports, and a pair of geosynthetic-reinforced soil (GRS) retaining walls having full-height rigid (FHR) facings constructed after the completion of reinforced backfill walls. A pair of FHR facing function as the abutments to which a girder is integrated. Results from model tests indicate that, when reinforcement layers are firmly connected to the FHR facing, GRS integral bridges become much more cost-effective in construction, long-term maintenance and stability than conventional type bridges, integral bridges with unreinforced backfill and bridges using GRS retaining walls as abutments.

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  • Viscous behaviour of unbound granular materials in direct shear Reviewed

    Antoine Duttine, Fumio Tatsuoka, Warat Kongkitkul, Daiki Hirakawa

    Soils and Foundations   48 ( 3 )   297 - 318   2008

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    The viscous properties of a variety of poorly graded unbound granular materials were investigated by direct shear tests on 12 cm-cubic specimens. A number of natural sands having different particle shapes and sizes as well as uniform glass beads having different particle sizes were used. The viscous properties were evaluated by changing the shear displacement rate many times during otherwise monotonic loading (ML) at constant shear displacement rate and normal pressure. Creep loadings were performed in two tests. Different types of viscous properties, which are affected by the particle shape but essentially independent of the particle size, are reported. The viscosity type varies as the shear displacement increases from the pre-peak regime towards the residual state. A new viscosity type, called "Positive &amp
    Negative", was found with relatively round granular materials in the pre-peak regime and with relatively angular granular materials in the post-peak softening regime and at the residual state. Peculiar "rate-independent unstable behaviour" is observed with round natural sands and glass beads in the post-peak regime, which is more significant and frequent with glass beads. Controlled by the particle size, this behaviour is caused by the so-called stick/slip phenomenon. The viscous properties observed in the DS tests are quantified by the rate-sensitivity coefficient denned in terms of the shear and normal stresses, which are then converted to those defined in terms of the major and minor principal stresses, β13. These β13 values are consistent with those directly obtained by the triaxial and plane strain compression tests. The effects of particle size on the β13. value are negligible and the β13. value tends to decrease as the particle shape becomes more round.Copyright© 2005-2009 National Institute of Informatics.

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  • Viscous property of Toyoura sand in direct shear for a wide range of strain rate Reviewed

    A. Duttine, W. Kongkitkul, J. Lee, F. Tatsuoka, D. Hirakawa

    DEFORMATION CHARACTERISTICS OF GEOMATERIALS, VOLS 1 AND 2   475 - +   2008

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    Language:English   Publishing type:Research paper (international conference proceedings)   Publisher:IOS PRESS  

    The viscous property of an air-dried poorly graded sub-angular to angular quartz-rich fine sand (Toyoura sand) was evaluated by using an advanced direct shear (DS) apparatus. A series of monotonic loading (ML) tests were performed at a constant normal pressure and at constant shear displacement rates different by a factor of up to 100,000. A set of ML tests including stepwise changes in the shear displacement rate, (s) over dot, were also conducted. With dense specimens, the viscous property changes with an increase in the shear displacement from "so-called TESRA" in the pre-peak regime toward "so-called Positive & Negative" in the post-peak regime. In ML at a constant (s) over dot, the peak shear strength is independent of (s) over dot, while the residual shear strength decreases with an increase in (s) over dot, With loose specimens, the transition of viscosity type starts before the peak stress state. Both peak and residual shear strengths in ML at a constant (s) over dot, with an increase in (s) over dot, more noticeably with the residual shear strength. The viscous property was quantified in terms of the rate-sensitivity coefficients.

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  • 繰返し水平載荷による盛土の沈下・土圧増加とジオテキスタル補強による抑制のメカニズム Reviewed

    龍岡文夫, 平川大貴, 相澤宏幸, 錦織大樹

    ジオシンセティックス論文集   22   77 - 82   2007.12

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  • 一体橋梁背後盛土での補強材の壁面工定着の重要性 Reviewed

    相澤宏幸, 錦織大樹, 相馬亮一, 園田陽介, 平川大貴, 龍岡文夫

    ジオシンセティックス論文集   22   83 - 90   2007.12

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    Language:Japanese   Publishing type:Research paper (scientific journal)   Publisher:国際ジオシンセティックス学会日本支部  

    An integral bridge, unifying a pair of RC facing and a continuous girder with unreinforced backfill, is known to cost-effective in construction and long-term maintenance. However, cyclic lateral displacements at the top of the facing caused by seasonal thermal expansion and contraction of the girder gradually increase settlements in the backfill and the earth pressure on the back of the facing, which may damage the facing and the head of piles if used and/or the facing bottoms are pushed out. As a new bridge type alleviating these problems, the GRS integral bridge, which combines an integral bridge and a pair of geosynthetic-reinforced soil (GRS) retaining walls having full-height rigid (FHR) facings, is proposed. To evaluate the performance of the conventional and new types of integral bridge, model tests were performed. Cyclic lateral displacements were applied at the top of the facing. The backfill was either unreinforced or reinforced with the reinforcement connected, or not connected, to the facing. The facing bottom was either hinge-supported allowing only rotation or not supported with a foundation with a small depth in the subsoil. When the backfill was not reinforced, large settlements in the backfill and a large earth pressure increase associated with a significant active failure in the backfill were observed. When the reinforcement was not connected to the facing, reinforcing the backfill did not alleviate these problems. These problems were fully alleviated when the reinforcement was connected to the facing even in the case where the facing bottom was not supported with a foundation.

    DOI: 10.5030/jcigsjournal.22.77

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    Other Link: https://jlc.jst.go.jp/DN/JALC/00311684258?from=CiNii

  • GRS一体橋梁の気温変化を想定した水平繰返し載荷時の変形特性 Reviewed

    平川大貴, 相澤宏幸, 錦織大樹, 相馬亮一, 園田陽介, 龍岡文夫

    ジオシンセティックス論文集   22   97 - 102   2007.12

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  • 模型振動台実験による各種橋梁形式の崩壊メカニズムの検討 Reviewed

    野尻峰広, 相澤宏幸, 錦織大樹, 笹田泰雄, 平川大貴, 龍岡文夫, 渡辺健治, 館山勝

    ジオシンセティックス論文集   21   159 - 166   2007.12

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    DOI: 10.5030/jcigsjournal.21.159

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  • Effect of compaction conditions on the strength and deformation characteristics of well-graded compacted gravelly soil Reviewed

    D.Hirakawa

    Proc. of 13th Asian Regional Conf. on Soil Mechanics and Geotechnical Engineering   1   85 - 88   2007.12

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  • Relaxation of tensile load mobilized in geosynthetic reinforcement arranged in sand Reviewed

    W.Kongkitkul, T.Kanemaru, F.Tatsuoka, D.Hirakawa

    Proc. of 13th Asian Regional Conf. on Soil Mechanics and Geotechnical Engineering   2   977 - 980   2007.12

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  • EPSビーズ混合改良砂の強度変形特性 Reviewed

    金丸太郎, 西田みづほ, 塚本良道, 龍岡文夫, 平川大貴, 千代田健

    ジオシンセティックス論文集   22   41 - 48   2007.12

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    To investigate the deformation and strength characteristics of EPS-beads mixed sand, multiple series of laboratory triaxial compression tests were conducted under various values of the volume ratios of Toyoura sandand EPS-beads. In one of the test series, cement was not added, while in the other test series, cement was added.The small-strain properties of Young's modulus and Poisson's ratio were examined in detail under various stress conditions.

    DOI: 10.5030/jcigsjournal.22.41

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    Other Link: https://jlc.jst.go.jp/DN/JALC/00311684203?from=CiNii

  • Creep rupture curve for simultaneous creep deformation and degradation of geosynthetic reinforcement Reviewed

    W. Kongkitkul, F. Tatsuoka, D. Hirakawa

    GEOSYNTHETICS INTERNATIONAL   14 ( 4 )   189 - 200   2007.8

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    The viscous property of polymer geosynthetic reinforcement, which causes creep deformation, is first summarised. The creep deformation and associated creep rupture characteristics, when subjected to long-term sustained loading under the following three conditions, are numerically simulated based on a non-linear three-component rheology model: (a) the load strain behaviour is always free from material degradation; (b) the load-strain behaviour exhibits simultaneous viscous effects and material degradation as in usual actual field cases; and (c) the sustained loading starts after full material degradation has taken place. Case (c) is the one assumed in the currently most popular design method, in which the long-term tensile design strength is obtained by separately applying reduction factors for creep rupture and material degradation. This method underestimates the true creep rupture strength to an extent that depends on the viscous and material degradation properties of the geosynthetic reinforcement. In this paper a new method to obtain the design tensile strength is proposed, taking into account the new creep-rupture curve for simultaneous creep deformation and degradation.

    DOI: 10.1680/gein.2007.14.4.189

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  • Recent developments of geosynthetic- reinforced soil structures to survive strong earthquakes Reviewed

    F.Tatsuoka, J.Koseki, M.Tateyama, D.Hirakawa

    Proc. of 4th Int.Conf.on Earthquake Geotechnical Engineering   262 - 272   2007.6

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  • Rate-dependent load-strain behaviour of geogrid arranged in sand under plane strain compression Reviewed

    Warat Kongkitkul, Fumio Tatsuoka, Daiki Hirakawa

    SOILS AND FOUNDATIONS   47 ( 3 )   473 - 491   2007.6

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    A number of previous experimental studies showed that polymer geogrid reinforcement as well as sand exhibit significantly rate-dependent behaviour. The viscous properties of polymer geogrids and Toyoura sand were independently evaluated by changing stepwise the strain rate as well as performing sustained loading and load/stress relaxation tests during otherwise monotonic loading in, respectively, tensile loading tests and drained plane strain compression (PSC) tests. The viscous properties of the two types of material were separately formulated in the same framework of non-linear three-component rheology model. The viscous response of geogrid-reinforced sand in PSC is significant, controlled by viscous properties of geogrid and sand. Local strain distributions in the reinforced sand specimen were evaluated by photogrametric analysis and used to determine the time history of the tensile strain in the geogrid. The time history of tensile load activated in the geogrid during sustained loading of reinforced sand specimen was deduced by analysing the measured time history of geogrid strain by the non-linear three-component model. It was found that the tensile load in the geogrid reinforcement arranged in a sand specimen subjected to fixed boundary loads could decrease with time. In that case, the possibility of creep rupture of geogrid is very low.

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  • Effects of reinforcement type and loading history on the deformation of reinforced sand in plane strain compression Reviewed

    Warat Kongkitkul, Fumio Tatsuoka, Daiki Hirakawa

    SOILS AND FOUNDATIONS   47 ( 2 )   395 - 414   2007.4

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    To evaluate the effects of reinforcement type in terms of stiffness, viscous property, rupture strength, shape and loading history on the stress-strain behaviour during primary, sustained and cyclic loading of reinforced sand, a series of drained plane strain compression tests were performed on Toyoura sand. The sand specimens were reinforced with two types of polymer geogrid as well as two types of metal grid, having largely different stiffness values and surface conditions. Despite that the effects of reinforcement type on the overall stress-strain characteristics of reinforced sand and their rate-dependency are significant during primary loading, the effects are much smaller than the difference in the stiffness of reinforcement. The effects of reinforcement type on the global unloading behaviour and the residual strain by cyclic loading during otherwise global unloading are generally insignificant or negligible. The residual strains by cyclic loading of reinforced sand became substantially small by preloading as well as pre-sustained loading and precyclic loading at higher load levels. With this procedure, polymer geosynthetic reinforcement, which is much more extensible and viscous than metal reinforcement, can be used to reinforce soil structures allowing very limited residual deformation.

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  • Viscous behaviour of geogrids; Experiment and simulation Reviewed

    W. Kongkitkul, Daiki Hirakawa, Fumio Tatsuoka

    SOILS AND FOUNDATIONS   47 ( 2 )   265 - 283   2007.4

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    The viscous properties of three types of geogrid polymer were evaluated by sustained loading tests lasting for 30 days at a load level about a half of its nominal rupture strength. The sustained loading tests were performed during otherwise monotonic loading (ML) at constant strain or load rate, unlike the conventional creep tests, in which the strain rate immediately before the start of sustained loading, which controls the creep strain rate, is not controlled or even not recorded. The following are presented in this study. The tensile rupture strength measured by ML that was started following a 30 day-long sustained loading was essentially the same as the one at the same strain rate at rupture obtained by continuous ML without any intermission of sustained loading. This fact indicates that creep is not a degrading phenomenon. Then, if free from chemical and mechanical degrading effects, the strength of a geosynthetic reinforcement (for a given strain rate at rupture) can be maintained until late in its service life. A non-linear three-component model is used to simulate the experimental results from the previous and present studies. The model can simulate very well not only the load-strain behaviour during ML with and without step changes in the strain rate and the one after sustained loading, but also the time histories of creep strain during sustained loading for short (one hour) and long (30 days) periods.

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  • Effects of geosynthetic reinforcement type on the strength and stiffness of reinforced sand in plane strain compression Reviewed

    Warat Kongkitkul, Daiki Hirakawa, Fumio Tatsuoka, Taro Kanemaru

    Soils and Foundations   47 ( 6 )   1109 - 1122   2007

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    The effects of geosynthetic reinforcement type on the strength and stiffness of reinforced sand were evaluated by per-forming a series of drained plane strain compression tests on large sand specimens. The reinforcement type is described in terms of the degree of unification of the constituting components (for geocomposites) as well as the tensile strength and stiffness, the covering ratio and others (for geocomposites and geogrids). Sand specimens reinforced with different geosynthetic reinforcement types exhibited significantly different reinforcing effects. A geocomposite made of a woven geotextile sheet sandwiched firmly with two sheets of non-woven geotextile, having a 100% effective covering ratio, ex-hibited reinforcing effects higher than typical stiff and strong geogrids. With some geocomposite types, the reinforcing effects increase substantially by better unifying longitudinally arranged stiff and strong yarns and non-woven geotextile sheets. When fixed firm to the yarns, the non-woven geotextile sheets function like the transversal members of a ge-ogrid by locally transmitting load activated by interaction with the backfill to the yarns. These geocomposites can ex-hibit reinforcing effects equivalent to those with stiff and strong geogrids. Local strain fields of the specimens are presented to show that, for reinforced sand, the peak stress state reached is always associated with the development of shear band(s) in the sand and a higher peak strength is achieved when the strain localisation starts at a larger global axi-al strain due to better reinforcing effects.

    DOI: 10.3208/sandf.47.1109

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  • Residual earth pressure on a retaining wall with sand backfill subjected to forced cyclic lateral displacements Reviewed

    Daiki Hirakawa, Minehiro Norjiri, Hiroyuki Aizawa, Fumio Tatsuoka, Takashi Sumiyoshi, Taro Uchimura

    SOIL STRESS-STAIN BEHAVIOR: MEASUREMENT, MODELING AND ANALYSIS   146   865 - +   2007

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    A pair of about 11 m-high soil retaining walls of an U-shaped underground reinforced concrete (RC) structure in Tokyo exhibited a large residual inward (i.e., toward the active side) displacement with potential structural damage, which became 18 cm between the tops of the two walls about three years after its completion. Noticeable settlements of the backfill were observed behind the walls. A series of small-scale model tests was performed in the laboratory to understand this field behaviour. The results from in-situ investigation and model tests showed that this wall behaviour can be attributed to a gradual increase in the residual lateral earth pressure, resulting from cyclic lateral displacements of the walls caused by a small number of relatively large seasonal thermal cyclic displacement of the RC wall facing and bottom slab of the structure, not by a great number of relatively small daily displacement. Three factors for the mechanism of this wall behaviour (i.e., ratcheting, cyclic hardening and cyclic loading-induced residual deformation of the backfill) were identified and analyzed based the model test results. The settlement in the backfill observed in the model tests is consistent with the field behaviour.

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  • Small strain properties and cyclic resistance of clean sand improved by silicate-based permeation grouting Reviewed

    Y. Tsukamoto, K. Ishihara, K. Umeda, T. Enomoto, J. Sato, D. Hirakawa, F. Tatsuoka

    SOIL STRESS-STAIN BEHAVIOR: MEASUREMENT, MODELING AND ANALYSIS   146   503 - +   2007

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    Permeation grouting has been developed as one of countermeasures against soil liquefaction during earthquakes. This study aims at examining the small strain properties and cyclic resistance of jellied sand improved by silicate-based permeation grouting. In the first part of the present study, the small strain properties and cyclic resistance of jellied sand were examined based on the measurements of propagation velocities of longitudinal and shear waves travelling through triaxial specimens and the results from subsequently conducted undrained cyclic triaxial tests. In the second part, strain-controlled small-amplitude cyclic triaxial tests are conducted using non-contact gap displacement transducers to examine the initial elastic moduli of silicate gel itself and intact sand as well as jellied sand. The roles of the stiffness at small and large strains of silicate gel in increasing the undrained cyclic resistance of jellied sand are discussed in detail.

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  • Importance of unifying constituting materials of a geocomposite for efficient reinforcement Reviewed

    W.Kongkitkul, F.Tatsuoka, T.Kanemaru, D.Hirakawa

    ジオシンセティックス論文集   21   333 - 338   2006.12

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    Language:English   Publishing type:Research paper (scientific journal)   Publisher:国際ジオシンセティックス学会日本支部  

    A series of large-size plane strain compression (L-PSC) tests were performed on dense air-dried Toyoura sand reinforced by six layers of: a) two types (stronger and weaker) of geocomposite (GC); and b) one type of woven geotextile sandwiched by two non-woven sheets (SW-GT). The GCs basically consist of yarns for a reinforcing function and a non-woven geotextile (N-GT) sheet for drainage and/or separation functions. The two GC types have similar shapes of tensile load-strain relation whereas the ultimate strength and stiffness are largely different. On the other hand, the rupture strength of SW-GT is about 75% of the average of the values of the two types of GCs. In this study, the degree of unification between the yarns and the N-GT sheet of the weaker type of GC was improved by the following two treating methods: a) the yarns were very partially fixed to the N-GT sheet (lightly treated); and b) the full-length (23cm) of the yarns was fixed by gluing to the N-GT sheet (fully treated). The compressive strength of reinforced sand in L-PSC drastically increased when compared to the unreinforced sand and the strength increase was particularly large when the GC was fully treated. When fully treated, the tensile force mobilised in the N-GT sheet is fully transferred to the yarns, allowing the GC to effectively work as reinforcement having a mobilised covering ratio (CR) of 100%. When not treated, the mobilised CR of the GC reduced to a lower value. The sand specimen reinforced with the SW-GT, having an effective value of CR equal to 100% because of a nearly perfect fixation between the woven and non-woven sheets, showed the highest compressive strength, despite that the strength of the SW-GT was noticeably smaller than that of the untreated stronger type of GC. These tests results indicate that sufficient unification between the yarns and the N-GT for a GC is very important for the GC to effectively function as reinforcement at least in the scale of the present PSC tests. Further study will be necessary to examine whether this conclusion derived from laboratory test results can be applied to full-scale field cases.

    DOI: 10.5030/jcigsjournal.21.333

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  • 新形式補強土橋梁の耐震性能に及ぼす壁面工と補強材の定着強度の影響 Reviewed

    平川大貴, 野尻峰弘, 相澤宏幸, 錦織大樹, 笹田泰雄, 龍岡文夫, 渡辺健治, 舘山勝

    ジオシンセティックス論文集   21   167 - 174   2006.12

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    DOI: 10.5030/jcigsjournal.21.167

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  • 補強・無補強盛土からなる各種橋梁形式の構造・工程及び性能の比較 Reviewed

    相澤宏幸, 野尻峰広, 平川大貴, 錦織大樹, 笹田泰雄, 龍岡文夫, 渡辺健治, 舘山勝

    ジオシンセティックス論文集   21   175 - 182   2006.12

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    DOI: 10.5030/jcigsjournal.21.175

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  • Viscous property of polymer geosynthetic reinforcement Reviewed

    F.Tatsuoka, W.Kongkitkul, D.Hirakawa

    Proc. of 8th Int. Conf. on Geosynthetics   4   1587 - 1590   2006.9

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  • Behaviour of geosynthetic-reinforced soil retaining wall subjected to forced cyclic horizontal displacement at wall face Reviewed

    D. Hirakawa, M. Nojiri, H. Aizawa, F. Tatsuoka, T. Sumiyoshi, T. Uchimura

    GEOSYNTHETICS, VOLS 1-4   3   1075 - +   2006

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    Forced cyclic lateral displacements took place at the wall by thermal expansion/contraction of RC facing of a 11 m-high U-shape soil retaining wall due to daily and seasonal changes of the temperature, which resulted into large residual lateral displacements toward the active side of the wall due to the increment in the residual earth pressure as well as large settlement in the backfill behind the wall facing. A set of small-scale model tests was performed in the laboratory. It was found that these detrimental effects can be removed by reinforcing the backfill with polymer geogrid layers that are connected to the back face of thin RC facing.

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  • FE analysis on the rate-dependent behaviour of model geosynthetic-reinforced soil retaining wall Reviewed

    T. Noguchi, W. Kongkitkul, D. Hirakawa, F. Tatsuoka

    GEOSYNTHETICS, VOLS 1-4   4   1357 - +   2006

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    Not only geomaterial (i.e., clay, sand, gravel and soft rock) but also polymer geosynthetic reinforcement are known to exhibit more-or-less rate-dependent stress-strain or load-strain behaviour due to their viscous properties. Due to interactions between the elasto-viscoplastic properties of backfill and reinforcement, the rate-dependent deformation of backfill reinforced with polymer geosynthetic reinforcement becomes highly complicated. In the present study, incorporating elasto-viscoplasticity constitutive models of both sand and geogrid, plane strain FE analysis of the behaviour of a geosynthetic-reinforced soil retaining wall model vertically loaded with a rough rigid, footing on the crest was performed.

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  • A constitutive model to simulate the load-strain-time behaviour of geotextile reinforcement in TTS and SIM tests Reviewed

    W.Kongkitkul, D.Hirakawa, F.Tatsuoka

    ジオシンセティックス論文集   20   263 - 270   2005.12

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    The Time-Temperature Superposition (TTS) and Stepped Isothermal Method (SIM) have been implemented to accelerate the creep deformation rate in the tensile creep tests of geosynthetic reinforcement by, respectively, performing a set of tests at different elevated ambient temperatures or stepwise increasing the temperature during sustained loading in a test using a single specimen. Creep strain rates at a fixed reference temperature are estimated by extrapolating those observed at elevated temperatures toward longer elapsed time based on several assumptions validated by a limited amount of experimental data. Any relevant constitutive model that is able to simulate in a systematic way the temperature effects on the load-strain behaviour as observed in the TTS and SIM tests has not been proposed. The stress-strain curves in TTS and SIM tests as well as those from continuous monotonic loading tests at elevated constant temperature are simulated by a constitutive model that takes into account the temperature effects as well as the viscous property. Effects of an increase in the ambient temperature from the reference value to a higher value are modelled by decreasing the stiffness as a result of negative temperature effects on the plastic property (equivalent to negative ageing effects). It is assumed that the elastic and viscous properties are not affected by temperature changes. It is shown that the time history of creep strain and the acceleration of creep strain rate upon an increase in the temperature in TTS and SIM tests can be simulated very well by the proposed model.

    DOI: 10.5030/jcigsjournal.20.263

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  • ジオグリッドで補強された水平砂地盤の支持力特性の載荷速度依存性 Reviewed

    平川大貴, 龍岡文夫

    ジオシンセティックス論文集   20   229 - 234   2005.12

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    DOI: 10.5030/jcigsjournal.20.229

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  • 水平繰返し載荷を受ける擁壁の残留変形の抑制 Reviewed

    野尻峰広, 相澤宏幸, 住吉卓, 平川大貴, 龍岡文夫

    ジオシンセティックス論文集   20   235 - 240   2005.12

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    DOI: 10.5030/jcigsjournal.20.235

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  • Viscous behaviour of air-dried sand in model loading tests of strip footing Reviewed

    D. Hirakawa, F. Tatsuoka, M. S. A. Siddiquee

    Proceedings of the 16th International Conference on Soil Mechanics and Geotechnical Engineering, Vols 1-5   1   379 - 382   2005

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    A series of laboratory model tests of a surface strip footing on air-dried sand was performed to evaluate the effects of the material viscosity of sand on the residual displacement characteristics of footing. The viscous deformation properties in the model tests were quantified in the framework of a non-linear three-component theology model and compared with those from laboratory stress-strain tests. The following conclusions can be derived from the test results in this study; I) significant effects of the material viscosity of the sand were observed on the footing pressure and footing settlement relation when the footing settlement rate was changed stepwise and sustained loading and load-relaxation tests were performed during otherwise monotonic loading tests on a model footing on air-dried sand. 2) the material viscous property of the model ground was quantified in terms of the rate- sensitivity coefficient, 8, defined in the framework of a non-linear three-component model not as the Newtonian viscosity.

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  • FEM simulation of viscous behaviour of geogrid and geogrid-reinforced sand Reviewed

    W.Kongkitkul, M.S.A.Siddiquee, D.Hirakawa, F.Tatsuoka

    ジオシンセティックス論文集   19   237 - 244   2004.12

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    Language:English   Publishing type:Research paper (scientific journal)   Publisher:国際ジオシンセティックス学会日本支部  

    A number of previous experimental studies showed that polymer geogrid alone as well as sand alone exhibit significantly viscous behaviour. It is shown that the viscous response of geogrid-reinforced sand is also significant due to the viscous properties of both geogrid and sand. Due to their extremely complicated interaction, the investigation of this issue only by experimental study is insufficient. A non-linear three-component model that is known to be able to simulate very well the viscous behaviour of soil was implemented into a non-linear elasto-plastic FE code. The viscous behaviour of geogrid observed in tensile tests and that of sand and geogrid-reinforced sand observed in plane strain compression tests were successfully simulated by the FEM analysis. The FEM analysis showed that the tensile force of geogrid during sustained loading of reinforced sand decreases with time.

    DOI: 10.5030/jcigsjournal.19.237

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  • 剛で一体な壁面を持つジオテキスタイル補強土擁壁の天端載荷に伴う変形特性 Reviewed

    平川大貴, 龍岡文夫

    ジオシンセティックス論文集   19   211 - 216   2004.12

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    DOI: 10.5030/jcigsjournal.19.211

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  • Effects of reinforcement stiffness on deformation of reinforced soil structures under sustained and cyclic loading Reviewed

    T.Uchimura, F.Tatsuoka, Y.Shibata, D.Hirakawa

    Proc. of 3rd Asian Regional Conf. on Geosynthetics   233 - 239   2004.6

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  • Deformation characteristics of geosynthetics retaining wall loaded on the crest Reviewed

    D.Hirakawa, H.Takaoka, F.Tatsuoka, T.Uchimura

    Proc. of 3rd Asian Regional Conf. on Geosynthetics   240 - 247   2004.6

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  • Residual deformation due to viscous property during cyclic loading of geosynthetic reinforcement Reviewed

    W.Kongkitkul, Uchimura.T, F.Tatsuoka, D.Hirakawa

    Proc. of 3rd Asian Regional Conf. on Geosynthetics   988 - 995   2004.6

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  • An old new issue; viscous properties of polymer geosynthetic reinforcement and geosynthetics-reinforced soil structures Reviewed

    F.Tatsuoka, D.Hirakawa, Shinoda.M, W.Kongkitkul, T.Uchimura

    Proc. of 3rd Asian Regional Conf. on Geosynthetics   29 - 77   2004.6

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  • Loading rate effects due to viscous property on the strength and deformation property of geosynthetic reinforcement Reviewed

    W.Kongkitkul, D.Hirakawa, T.Uchimura, F.Tatsuoka

    Proc. of 3rd European Geosynthetics Conf.   2   533 - 538   2004.3

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  • Residual deformation of geosynthetics-reinforced soil structure subjected to sustained and cyclic loading Reviewed

    W.Kongkitkul, D.Hirakawa, T.Uchimura, F.Tatsuoka

    Proc. of 3rd European Geosynthetics Conf.   2   403 - 408   2004.3

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  • Viscous deformation of geosynthetic reinforcement under cyclic loading conditions and its model simulation Reviewed

    W Kongkitkul, D Hirakawa, F Tatsuoka, T Uchimura

    GEOSYNTHETICS INTERNATIONAL   11 ( 2 )   73 - 99   2004

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    Language:English   Publishing type:Research paper (scientific journal)   Publisher:THOMAS TELFORD PUBLISHING  

    To evaluate the deformation characteristics of geosynthetic reinforcement under cyclic loading conditions, a series of tensile loading tests were performed on three types of polymer geogrid and one type of geocomposite using a wide variety of loading histories, including cyclic loading and sustained loading applied during otherwise monotonic loading. In order to separate the loading rate effects due to viscous properties from the rate-independent cyclic loading effects, cyclic loading was applied at five different frequencies for the same total period of cyclic loading at several base loads using two different load amplitudes. It is shown that the residual strain that develops during a given cyclic loading history is controlled essentially by the total period of cyclic loading, whereas it is independent of loading frequency (i.e. independent of the number of loading cycles). That is, the residual strain that develops during a given cyclic loading history is due mostly to the intrinsic viscous properties of the respective geosynthetic reinforcement type. The whole relationship between the tensile load and the tensile strain measured from the start to the end of the respective test, which consisted of monotonic loading and cyclic or sustained loading or both, was successfully simulated by a non-linear three-component theology model with parameters that do not incorporate any rate-independent cyclic loading effects.

    Web of Science

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  • The Effect of Reinforcement Rigidity on Strength and Deformation Characteristics of Tensile-Reinforced Soil Structure

    Hirakawa Daiki, Tatsuoka Fumio, Wu Po-Kai

    Proceedings of the Japan National Conference on Geotechnical Engineering   39   683 - 684   2004

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    DOI: 10.11512/jiban.JGS39.0.683.0

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  • Simulation of cyclic loading tests on geosynthetic reinforcement Reviewed

    W.Kongkitkul, D.Hirakawa, F.Tatsuoka, T.Uchimura

    ジオシンセティックス論文集   18   183 - 190   2003.12

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    Language:English   Publishing type:Research paper (scientific journal)   Publisher:国際ジオシンセティックス学会日本支部  

    In the design procedure of geosynthetic reinforced-soil structures, the residual deformation during the service period of the structure is one of the key issues. To investigate the development of residual strain of polymer reinforcements, a series of load-controlled tensile tests was performed generating the following loading histories: a) continuous monotonic loading (ML) at a constant load rate; b) creep (or sustained) loading; and c) cyclic loading with controlled amplitudes and frequencies. Though it has been usually considered that residual straining during cyclic loading is due to the effects of time-independent cyclic loading history (i. e., as a function of the number of loading cycles; amplitude; and so on), it was found from this study that cyclic residual straining is due essentially to the loading rate effects caused by material viscous property. A non-linear three-component model originally developed for simulating the rate-dependent deformation of geomaterials (i. e., soils; and rocks) was modified to simulate the relationship between tensile load and strain for ML; creep; cyclic loading; and general loading histories obtained from the present study.

    DOI: 10.5030/jcigsjournal.18.183

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  • ジオテキスタイルのクリープ変形と引張り強度に対するクリープ補正係数についての考察 Reviewed

    龍岡文夫, 平川大貴, W.Kongkitkul, 内村太郎

    ジオシンセティックス論文集   18   167 - 174   2003.12

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    DOI: 10.5030/jcigsjournal.18.167

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  • ジオテキスタイル補強土擁壁の変形特性に対する材料粘性の影響 Reviewed

    平川大貴, 高岡秀明, 龍岡文夫, 内村太郎

    ジオシンセティックス論文集   18   175 - 182   2003.12

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    DOI: 10.5030/jcigsjournal.18.175

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  • Viscous deformation during cyclic loading of geosynthetics reinforcement Reviewed

    W.Kongkitkul, D.Hirakawa, F.Tatsuoka

    Proc. of 7th Int. Conf. on Geosynthetics   1   129 - 132   2003.9

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  • Residual deformations by creep and cyclic loading of reinforced-gravel backfill and their relation Reviewed

    D Hirakawa, Y Shibata, T Uchimura, F Tatsuoka

    DEFORMATION CHARACTERISTICS OF GEOMATERIALS   589 - 596   2003

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    To predict the long-term residual deformation of reinforced soil structure by sustained load and cyclic loading such as traffic loading, a series of laboratory model tests were performed on reinforced soil structure models. Creep and cyclic vertical loading were performed during otherwise primary loading, at the maximum load (i.e., preloaded) state and at unloaded prestressed states. The strain rate was changed stepwise during otherwise monotonic loading. Noticeable loading rate effects due to the material viscous property were observed during primary loading and preloading states, which decreased substantially by largely unloading to prestress states. Residual deformation taking place during cyclic loading with relatively small stress amplitude was mostly due to the viscous property, while the effects of cyclic loading increased with the cyclic stress amplitude. The model result was simulated by a non-linear three-component model based on the viscous property formulated based on the observed viscous property.

    Web of Science

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  • Time-dependent stress-strain behaviour due to viscous properties of geogrid reinforcement Reviewed

    D Hirakawa, W Kongkitkul, F Tatsuoka, T Uchimura

    GEOSYNTHETICS INTERNATIONAL   10 ( 6 )   176 - 199   2003

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    Language:English   Publishing type:Research paper (scientific journal)   Publisher:THOMAS TELFORD PUBLISHING  

    A series of conventional and unconventional tensile tests were performed on six types of geosynthetic reinforcement to evaluate their viscous properties. It is shown that the isochronous model, according to which the load (or the stress) is a unique function of instantaneous strain and elapsed time, is unable to explain the major viscous aspects of the test results. In particular the model is unable to predict the stress-strain behaviour and rupture strength observed after loading is restarted at a constant strain rate following a creep loading or stress relaxation stage. It is argued that the widely prevailing concept that creep is a degrading phenomenon requiring the design strength to be reduced with an increase in the design lifetime is not realistic under typical field conditions where the stress-strain property does not deteriorate noticeably with time. It is also argued that this concept stems from the isochronous model. A non-linear three-component model is proposed to simulate the viscous aspects of the strength and deformation characteristics of the tested geosynthetic reinforcements. It is shown that this rheology model can simulate very well the experimental results obtained by the present study.

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  • Deformation characteristics of geogrid reinforced-soil retaining wall during sustained and cyclic loadings

    Takaoka Hideaki, Hirakawa Daiki, Uchimura Taro, Tatsuoka Fumio

    Proceedings of the Japan National Conference on Geotechnical Engineering   38   1771 - 1772   2003

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    DOI: 10.11512/jiban.JGS38.0.1771.0

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  • 補強土構造物の定荷重および繰返し荷重による変形特性 Reviewed

    内村太郎, 柴田芳雄, 平川大貴, D-H.Ko, 伊藤寛倫, 龍岡文夫

    ジオシンセティックス論文集   17   221 - 226   2002.12

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    DOI: 10.5030/jcigsjournal.17.221

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  • 高分子補強材の変形強度特性に対する材料粘性の効果 Reviewed

    平川大貴, W. Kongkitkul, 龍岡文夫, 内村太郎

    ジオシンセティックス論文集   17   129 - 136   2002.12

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    DOI: 10.5030/jcigsjournal.17.129

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  • Effects of viscous property on residual deformation of geogrids subjected to cyclic loading Reviewed

    W.Kongkitkul, D.Hirakawa, F.Tatsuoka, T.Uchimura

    ジオシンセティックス論文集   17   159 - 166   2002.12

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    Residual deformation of two types of geogrid subjected to cyclic loading, simulating traffic loading, was evaluated by performing a series of load-controlled cyclic loading tensile tests. Cyclic tensile loads were applied at two or three different load levels, at five different loading frequencies with two different load amplitudes. Creep loading tests were performed at the same loading levels as the cyclic loading tests. The two potential influencing factors for the development of residual deformation of geogrid during cyclic loading are; 1) loading rate effects due to material viscous properties; and 2) time-independent cyclic loading effects. Among the two, the loading rate effects are much more dominant on the residual deformation during cyclic loading within the limit of the test conditions in the present study, showing that it is necessary to introduce the loading rate effects in a constitutive model to predict the residual deformation of geogrid subjected to cyclic loading.

    DOI: 10.5030/jcigsjournal.17.159

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  • Viscous aspects of the strength and deformation characteristics of a geogrid Reviewed

    D.Hirakawa

    Proc. of 7th Int. Conf. on Geosynthetics   2   1569 - 1572   2002.9

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  • Time-dependent deformation of geosynthetics and geosynthetics-reinforced soil structures Reviewed

    D.Hirakawa, T.Uchimura, Y.Shibata, F.Tatsuoka

    Proc. of 7th Int. Conf. on Geosynthetics   2   1427 - 1430   2002.9

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  • Effects of cyclic loading conditions on the behaviour of railway track in the laboratory model tests Reviewed

    D.Hirakawa, Y.Momoya, H.Kawasaki, F.Tatsuoka

    Proc. of 6th Int. Conf. on the Bearing capacity of loads, Railways and Airfield   2   1295 - 1305   2002.6

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  • 補強土橋脚模型の鉛直圧縮特性に及ぼす繰返し・荷重保持載荷履歴の効果 Reviewed

    柴田芳雄, 平川大貴, 篠田昌弘, 内村太郎, 龍岡文夫

    ジオシンセティックス論文集   16   155 - 158   2001.12

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    Language:Japanese   Publishing type:Research paper (scientific journal)   Publisher:国際ジオシンセティックス学会日本支部  

    To evaluate the effects of preloading and prestressing on deformation characteristics by cyclic loading for a long term performance of reinforced soil structures, a series of cyclic and creep tests were performed on small models. No distinct difference was found in the increasing rate with time of residual strain between a cyclic loading test and a constant pressure creep test at a preloading state. The amount of residual strain by cyclic loading at an unloaded state (i. e., prestressed state) decreased by applying in advance long-term constant pressure or cyclic loading at the preloaded condition. Applying cyclic loading at the preloading state was slightly more effective. When swelling was allowed to take place at a prestress state. the deformation during the subsequent cyclic loading test became larger.

    DOI: 10.5030/jcigsjournal.16.155

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  • ジオグリッドの時間依存変形強度特性とその構成モデルの検討 Reviewed

    平川大貴, 龍岡文夫, 内村太郎

    ジオシンセティックス論文集   16   19 - 26   2001.12

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    Language:Japanese   Publishing type:Research paper (scientific journal)   Publisher:国際ジオシンセティックス学会日本支部  

    The isochronous theory is popular in modelling the time-dependant strength and deformation characteristics of polymer geotextile for the design of reinforced soil structures. According to this theory, the tensile load of reinforcement is a function of instantaneous strain and elapsed time. Thus, the design strength would reduce monotonously with time elapsing. It is shown that the isochronous concept is not able to explain the tensile behavior of reinforcement observed in the present study, in particular the behavior after loading is restarted at a constant strain rate after a creep and relaxation. Experimentally observed time dependency of tensile characteristics of geogrid is reported, and an analytical simulation of the tension test results on geogrid by one type of three-component model was performed. The results of an experimental and analytical investigation showed that the proposed constitutive model is relevant to simulate the time-dependent deformation and strength characteristics of the tested geogrid.

    DOI: 10.5030/jcigsjournal.16.19

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  • 鉄道軌道模型実験における載荷条件の影響 Reviewed

    平川大貴, 桃谷尚嗣, 川崎紘誉, 龍岡文夫

    第7回鉄道技術連合シンポジウム   201 - 204   2000.10

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  • Stress distribution in sand subjected to roller compaction Reviewed

    D.Hirakawa, F.Tatsuoka, H.Kawasaki, M.S.A.Siddiquee

    Proc. of European Workshop on Compaction of Soils and Granular materials   65 - 78   2000.5

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  • Plane strain compression behaviour of geogrid-reinforced sand and its numerical analysis Reviewed

    Fang-L.E. Peng, Nozomu Kotake, Fumio Tatsuoka, Daiki Hirakawa, Tadatsugu Tanaka

    Soils and Foundations   40 ( 3 )   55 - 74   2000

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    Language:English   Publishing type:Research paper (scientific journal)   Publisher:Japanese Geotechnical Society  

    Plane strain compression tests were performed on large specimens that were either unreinforced or reinforced with 6 or 11 layers of geogrid, both 57.0 cm in height and 24.4 cm × 21.4 cm in cross-section. It is shown that the effects of covering ratio for each grid layer is much more important than the total tensile stiffness of grid within the limits of the test conditions in this study. Numerical analysis of the test results by a plane strain non-linear elasto-plastic FEM was performed considering strain localisation as well as anisotropic stress-strain behaviour of sand and interface properties. The geogrid was modelled as a planar reinforcement. Not only the pre-peak stress-strain behaviour of the unreinforced and reinforced specimens, but also the peak strength, post-peak behaviour and dilatancy characteristics from the FEM analysis all compared well with those from the physical tests. The effects of reinforcement rigidity and covering ratio were also well simulated. The relationship between the reinforcement covering ratio in the physical tests and the equivalent interface friction angle for the FEM analysis that provides the same reinforcing effects is presented. The mechanism of tensile-reinforcing is analysed based on local stress paths within the reinforced sand obtained from the FEM analysis.

    DOI: 10.3208/sandf.40.3_55

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  • 弾塑性FEMによるジオグリッド補強砂の平面ひずみ圧縮試験 Reviewed

    彭芳楽, 小竹望, 平川大貴, 岡嶋修一, 龍岡文夫

    ジオシンセティックス論文集   13   218 - 227   1998.12

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    Language:Japanese   Publishing type:Research paper (scientific journal)   Publisher:国際ジオシンセティックス学会日本支部  

    FE analysis of plane strain compression tests on an unreinforced specimen and geogrid-reinforced sand specimens were conducted by nonlinear elasto-plastic FEM. The sand specimens was reinforced with 6 or 11 layers of geogrid. In the FE analysis. strength anisotropy, pressure dependency of strength, strain-hardening and -softening and shear banding (or strain localization) were considered for sand. The geogrid was modeled as a planar reinforcement in the plane strain FE analysis. By integrating the results from the FE analyses and the physical tests, the effects of reinforcement rigidity. covering ratio and interface friction angle on reinforcing effects and the dilatancy characteristics of reinforced sand were evaluated. A quantitative relationship was obtained between the reinforcement covering ratio of actual three-dimensional reinforcement and the equivalent interface friction angle in the 2-D plane strain FE analysis. Lastly, the effects and mechanism of the reinforced sand were evaluated based on the local stress paths within the reinforced sand.

    DOI: 10.5030/jcigsjournal.13.218

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Books

  • 土の締固め管理 -現状・新たな展開・展望-

    土構造物の要求性能の実現を目指した盛土締固め管理の合理化に関する研究委員会( Role: Joint author)

    総合土木研究所  2022.2 

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    Total pages:299   Language:Japanese   Book type:Scholarly book

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  • 地盤材料試験の方法と解説

    木幡行宏, 平井貴雄, 椋木俊文, 加納光, 篠田昌弘, 竜田尚希, 中村努, 原健二, 平川大貴, 桝尾孝之, 宮田喜壽, 矢島寿一( Role: Joint editor担当:第9編ジオシンセティックス)

    地盤工学会  2009.11 

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MISC

  • 講座「地盤工学における模型実験」,第6回 各論 土構造物

    渡邉健治, 平川大貴, 上野勝利

    地盤工学会誌   72 ( 2 )   45 - 55   2024.2

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  • 講座「地盤工学における模型実験」,第3回 模型地盤作製技術

    平川大貴, 谷本俊輔, 渡邉健治, 高橋英紀, 西岡英俊, 伊藤和也

    地盤工学会誌   71 ( 11 )   46 - 59   2023.11

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  • 突固め試験による砂質土の締固め特性の把握

    平川大貴

    基礎工   50 ( 4 )   53 - 56   2022.3

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  • 総説 盛土締固めの新たな展開と展望

    龍岡文夫, 平川大貴

    基礎工   48 ( 11 )   2 - 9   2020.11

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  • 国内外におけるジオシンセティックスに関わる規格の動向

    平川大貴, 椋木俊文, 篠田昌弘, 木幡行宏

    地盤工学会誌   67 ( 2 )   26 - 27   2019.2

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    J-GLOBAL

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  • 報文:締め固めた破砕コンクリートとそのセメント混合材の強度・剛性に及ぼす原コンクリートの強度の影響

    龍岡文夫, 井口雄介, 平川大貴

    基礎工   45 ( 9 )   97 - 103   2017.9

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    CiNii Books

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  • 講座:地盤工学・技術ノート 第10回盛土の締固め⑩

    龍岡文夫, デュッティン アントワン, 平川大貴, 清田隆, 澁谷啓, 李俊憲, 若本達也

    基礎工   42 ( 4 )   90 - 94   2014.4

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    CiNii Books

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  • 報文:ICT を応用した補強土壁のモニタリングシステム

    宮田喜壽, 平川大貴, 小浪岳治

    基礎工   40 ( 5 )   68 - 70   2012.5

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    CiNii Books

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  • 講座:「舗装と交通荷重に関する地盤工学」, 4.路床・路盤の材料・力学特性

    佐藤研一, 木幡行宏, 竹内康, 平川大貴

    地盤工学会誌   56 ( 12 )   62 - 72   2009.12

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  • 技術紹介:ジオテキスタイル補強技術を用いたインテグラル橋梁

    平川大貴, 龍岡文夫

    地盤工学会誌   56 ( 4 )   38   2008.4

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    Language:Japanese   Publishing type:Rapid communication, short report, research note, etc. (scientific journal)   Publisher:地盤工学会  

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  • 報文:補強土を併用したインテグラル橋梁

    平川大貴, 龍岡文夫

    基礎工   36 ( 1 )   54 - 57   2008.1

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    CiNii Books

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  • 報文:一体GRS橋梁の構造的利点と諸課題

    平川大貴, 龍岡文夫, 野尻峰弘, 相澤宏幸, 錦織大樹

    ジオシンセティックス技術情報   23 ( 1 )   52 - 60   2007.3

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    Language:Japanese   Publishing type:Article, review, commentary, editorial, etc. (other)   Publisher:国際ジオシンセティックス学会日本支部  

    DOI: 10.11504/jcigstechnical1995.23.52

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  • 報文:一軸圧縮試験によるEPSの変形強度特性

    川辺翔平, G. E. Abdelrahman, 平川大貴, 塚本良道, 龍岡文夫, 千代田健

    ジオシンセティックス技術情報   22 ( 2 )   30 - 33   2006.7

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    Language:Japanese   Publishing type:Article, review, commentary, editorial, etc. (other)   Publisher:国際ジオシンセティックス学会日本支部  

    DOI: 10.11504/jcigstechnical1995.22.2_30

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Presentations

  • 砂質土の締固めにおける目標値管理の利点

    中川開斗, 樋口駿之介, 戸舘宗一朗, 平川大貴

    第20回地盤工学会関東支部発表会  2023.11 

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  • 砂質土の締固め特性を踏まえた地盤剛性指標の活用の妥当性に関する検討

    樋口駿之介, 戸舘宗一朗, 平川大貴

    土木学会第78回年次学術講演会  2023.9 

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  • 相対密度と安息角の関係に試験方法が及ぼす影響について―排出法・傾斜法の違い―

    亀ヶ谷江梨, 西岡英俊, 平川大貴

    土木学会第78回年次学術講演会  2023.9 

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  • 押え盛土の形状が既存堤防の地震時安定性に及ぼす影響

    早瀬たま枝, 平川大貴, 荒木裕行

    土木学会第78回年次学術講演会  2023.9 

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  • 簡易な安息角試験(排出法)による相対密度と停止安息角の関係

    亀ヶ谷江梨, 西岡英俊, 平川大貴

    第58回地盤工学研究発表会  2023.7 

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  • ジオグリッド敷設による破砕コンクリートの強度変形特性の改善

    池田昴史, 平川大貴

    第58回地盤工学研究発表会  2023.7 

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  • 押え盛土による既存堤防の地震時安定性の向上

    早瀬たま枝, 平川大貴, 荒木裕行

    第58回地盤工学研究発表会  2023.7 

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  • 砂質土の締固めにおける地盤剛性指標の活用に関する考察

    樋口駿之介,戸舘宗一郎,平川大貴

    第58回地盤工学研究発表会  2023.7 

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  • 地盤剛性に基づいた締固め管理条件の妥当性の検討

    戸舘宗一郎, 樋口駿之介, 平川大貴

    第58回地盤工学研究発表会  2023.7 

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  • 浅層混合処理工法における固化材の混合特性に関する基礎的検討

    平川大貴

    第58回地盤工学研究発表会  2023.7 

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  • 埋設した蛇籠型受圧体による地盤反力の増大効果

    安藤龍, 荒木裕行, 平川大貴

    第58回地盤工学研究発表会  2023.7 

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  • 再生工場を想定した破砕コンクリートの通水洗浄の方法の検討

    水谷駿介, 渡邉一矢, 平川大貴

    第19回地盤工学会関東支部発表会  2022.11 

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  • 盛土材料としての破砕コンクリートの再生化方法の検討

    渡邉一矢, 平川大貴

    土木学会第77回年次学術講演会  ( 京都市 )   2022.9  土木学会

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  • 蛇籠型受圧体による埋設管屈曲部の地震時水平変位の抑制

    平川大貴, 荒木裕行

    第57回地盤工学研究発表会  ( 新潟市 )   2022.7  地盤工学会

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  • 盛土材としての破砕コンクリートの締固め管理方法の考察

    渡邉一矢, 平川大貴

    第57回地盤工学研究発表会  ( 新潟市 )   2022.7  地盤工学会

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  • ジオグリッド補強土における盛土材選択と締固め条件に関する考察

    樋口駿之介, 佐倉拓歩, 平川大貴

    第57回地盤工学研究発表会  ( 新潟市 )   2022.7  地盤工学会

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  • ジオグリッド補強土技術における盛土材選択の重要性に関する一考察

    樋口駿之介, 佐倉拓歩, 平川大貴

    第18回地盤工学会関東支部発表会  2021.10  地盤工学会関東支部

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  • ジオグリッド補強土への破砕コンクリートの適用性に関する検討

    池田昴史, 平川大貴, 渡邉一矢

    第18回地盤工学会関東支部発表会  2021.10  地盤工学会関関東支部

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  • 盛土材として活用するための破砕コンクリートの再生化方法の検討

    渡邉一矢, 平川大貴, 池田昴史, 金子智哉

    第18回地盤工学会関東支部発表会  2021.10  地盤工学会関東支部

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  • 一体橋梁橋台部の繰り返し水平載荷実験における背面地盤の変位挙動

    瀬賀達夫, 西岡 英俊, 平川 大貴

    土木学会第76回年次学術講演会  2021.9 

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  • ジオグリッド補強土構造物におけるダイレタンシー特性を踏まえた盛土材選択の重要性

    佐倉拓歩, 平川大貴

    土木学会第76回年次学術講演会  2021.9 

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  • 正負繰り返し水平載荷時に一体橋梁の橋台背面に作用する土圧の増加挙動に関する模型実験

    瀬賀 達夫, 西岡 英俊, 平川大貴

    第56回地盤工学研究発表会  2021.7  地盤工学会

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  • ジオグリッドの形状と交点強度が補強効果に及 ぼす影響

    佐倉拓歩, 平川大貴

    第56回地盤工学研究発表会  2021.7 

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  • 通水洗浄による破砕コンクリートの再生化方法の検討

    平川大貴

    第56回地盤工学研究発表会  2021.7  地盤工学会

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  • 堤防の耐震化につながる河川浚渫土の活用方法の検討

    斎藤隆文, 平川大貴

    第17回地盤工学会関東支部発表会  ( 東京都 )   2020.11  地盤工学会関東支部

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  • 蛇籠型受圧体による埋設管屈曲部の地震時水平変位の抑制

    佐倉拓歩, 平川大貴, 荒木裕行, 川崎佑斗

    第17回地盤工学会関東支部発表会  2020.11  地盤工学会関東支部

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  • 再生地盤材料としての破砕コンクリートの再生化方法の検討

    下村実柚, 平川大貴

    第17回地盤工学会関東支部発表会  2020.11  地盤工学会関東支部

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  • 砂質土のコラプス挙動の抑制に向けた締固め管理方法の検討

    平川大貴

    第55回地盤工学研究発表会  2020.7  地盤工学会

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  • スラスト力防護対策としての蛇籠型受圧体と埋設管の水平離隔距離に関する模型実験

    荒木裕行, 平川大貴, 楠瀬日梨, 長森幸太郎

    第55回地盤工学研究発表会  2020.7  地盤工学会

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  • 蛇籠型受圧体を用いた内圧管の地震時水平変位の抑制効果

    佐倉拓歩, 川崎佑斗, 平川大貴, 荒木裕行

    第55回地盤工学研究発表会  2020.7  地盤工学会

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  • 固化材/不溶化材の混合による破砕コンクリートの工学的特性の改善

    平川大貴, 荒木裕行, 大橋貴志

    土木学会第74回年次学術講演会  2019.9 

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  • 埋設管のスラスト力防護工に用いる蛇籠型受圧体の地震時における排水挙動

    川崎佑斗, 荒木裕行, 平川大貴, 萩野皓介

    土木学会第74回年次学術講演会  2019.9 

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  • 地盤の剛性低下を考慮した蛇籠型受圧体による埋設管のスラスト力防護対策の検討

    荒木裕行, 平川大貴, 泰祐輔

    第54回地盤工学研究発表会  2019.7 

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  • 埋設管のスラスト力防護工に用いる蛇籠型受圧体に関する振動台実験

    川崎佑斗, 荒木裕行, 平川大貴, 萩野皓介

    第54回地盤工学研究発表会  2019.7 

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  • 締め固めた礫質土の工学的性質に及ぼす粒子形状の影響

    平川大貴, 荒木裕行, 三橋斎

    第54回地盤工学研究発表会  2019.7 

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  • 地盤材料としての破砕コンクリートの再生化方法に関する考察

    平川大貴, 荒木裕行, 大橋貴志

    土木学会第73回年次学術講演会  2018.8 

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  • ジオセル補強による既設矢板式岸壁の耐震化

    深瀬直人, 平川大貴, 荒木裕行, 稲見徹

    第53回地盤工学研究発表会  2018.7 

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  • 平面ひずみ圧縮条件での短繊維混合礫の強度変形特性

    陳金賢, 平川大貴

    第53回地盤工学研究発表会  2018.7 

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  • 補強土構造物における盛土材選定の利点に関する基礎的検討

    川崎佑斗, 平川大貴, 荒木裕行

    第53回地盤工学研究発表会  2018.7 

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  • 埋設管のスラスト力防護対策に用いる蛇籠型受圧体の寸法に関する模型実験

    荒木裕行, 平川大貴, 松尾秀昭

    第53回地盤工学研究発表会  2018.7 

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  • Mg/Ca不溶化材混合による破砕コンクリートの安定化

    平川大貴, 荒木裕行, 大橋貴志

    第53回地盤工学研究発表会  2018.7 

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  • 礫質土の強度変形特性に及ぼす粒子形状の影響

    三橋斎, 川崎佑斗, 平川大貴, 荒木裕行, 石垣匠

    第53回地盤工学研究発表会  2018.7 

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  • 破砕コンクリートの締固め特性とせん断強さ

    三橋斎, 平川大貴

    第52回地盤工学研究発表会  2017.7 

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  • 蛇籠型受圧体を用いた埋設管のスラスト力防護対策に関する模型実験

    荒木裕行, 平川大貴, 志村拓哉

    第52回地盤工学研究発表会  2017.7 

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  • ジオセルで補強された矢板式岸壁に関する振動台実験

    深瀬直人, 平川大貴, 荒木裕行, 加藤美和

    第52回地盤工学研究発表会  2017.7 

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  • 短繊維混合した砂質土の強度変形特性

    陳金賢, 平川大貴

    第52回地盤工学研究発表会  2017.7 

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  • 斜面上盛土の降雨時安定性向上に関する基礎研究

    平川大貴, 荒木裕行

    第52回地盤工学研究発表会  2017.7 

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  • 偏心荷重下の浅い基礎の支持力向上に関する検討

    中川祐太, 平川大貴

    第44回土木学会関東支部技術研究発表会  2017.3 

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  • 破砕コンクリートの再利用におけるトレーサビリティの必要性

    三橋斎, 平川大貴

    第44回土木学会関東支部技術研究発表会  2017.3 

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  • 砂質土の転圧締固め特性

    平川大貴, 稲葉淳悟, 深瀬直人

    第51回地盤工学研究発表会, 地盤工学会  2016.9 

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  • 礫質土の強度変形特性に及ぼす締固め効率の影響

    深瀬直人, 平川大貴

    第51回地盤工学研究発表会, 地盤工学会  2016.9 

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  • 短繊維混合補強礫の強度変形特性に及ぼす繊維条件の影響

    陳 金賢, 平川大貴, 甲州哲矢

    第51回地盤工学研究発表会, 地盤工学会  2016.9 

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  • 液状化強度とせん断波速度の関係に及ぼす年代効果の影響と化学的検討

    笹岡里衣, 國生剛治, 平川大貴

    第51回地盤工学研究発表会  2016.9 

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  • 礫質土の力学的性質と締固め効果の関係に関する考察

    深瀬直人, 平川大貴

    第43回土木学会関東支部技術研究発表会  2016.3 

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  • 原コンクリートの供用条件が破砕コンクリートの固化特性に及ぼす影響

    北村海, 石井祐宇, 平川大貴

    第43回土木学会関東支部技術研究発表会  2016.3 

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  • 三軸BE試験による年代効果を受けた砂の液状化強度とS波速度の関係

    笹岡里衣, 國生剛治, 平川大貴

    第12回地盤工学会関東支部発表会  2015.10 

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  • 温度・載荷速度条件が引張変形に伴うHDPE ジオグリッドの微細構造変化に及ぼす影響

    小林昂平, 宮田喜壽, 平川大貴, 畠俊郎

    土木学会第70回年次学術講演  2015.9 

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  • 破砕コンクリートの工学的性質に関する一考察

    平川大貴, 宮田喜壽

    第50回地盤工学研究発表会  2015.9 

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  • HDPE ジオグリッドの引張変形に伴う微細構造変化

    小林昂平, 宮田喜壽, 平川大貴, 畠俊郎

    第50回地盤工学研究発表会  2015.9 

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  • 引張載荷に伴うHDPE ジオグリッドの微細構造の変化特性

    小林昂平, 佐々木文隆, 宮田喜壽, 平川大貴, 多田毅, 畠俊郎

    第42回土木学会関東支部技術研究発表会  2015.3 

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  • SEMを用いたHDPEジオグリッドの微細構造解析法

    佐々木文隆, 小林昂平, 宮田喜壽, 平川大貴, 多田毅, 畠俊郎

    第42回土木学会関東支部技術研究発表会  2015.3 

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  • ジオグリッド蛇籠工を応用した耐津波土構造物の有効性に関する模型実験

    吉村雄太, 宮田喜壽, 多田毅, 平川大貴

    第42回土木学会関東支部技術研究発表会  2015.3 

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  • 礫質土の力学特性に及ぼす細粒分の物理特性の影響

    渡辺康祐, 平川大貴, 宮田喜壽

    第42回土木学会関東支部技術研究発表会  2015.3 

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  • 再生路盤材としての破砕コンクリートの力学・環境性能

    藤永潤樹, 平川大貴, 宮田喜壽

    第42回土木学会関東支部技術研究発表会  2015.3 

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  • 母岩の違いによる礫質土の強度変形特性の差異

    平川大貴, 宮田喜壽

    第11回地盤工学会関東支部発表会  2014.10 

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  • 短繊維混合による礫質土の強度変形特性の変化

    平川大貴, 宮田喜壽

    第10回地盤工学会関東支部発表会  2014.10 

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  • 交通載荷作用時における路盤の応力状態と残留変形特性

    平川大貴, 宮田喜壽

    土木学会第69回年次学術講演会  2014.9 

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  • 短繊維混合補強礫の転圧締固め特性

    平川大貴, 宮田喜壽

    第49回地盤工学研究発表会  2014.7 

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  • 礫質土の力学特性に及ぼす細粒分の影響

    後藤裕太, 平川大貴, 宮田喜壽

    第41回土木学会関東支部技術研究発表会  2014.3 

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  • 熱弾性特性を考慮した温度促進試験解析によるジオグリッドの長期クリープひずみ予測

    中利弘, 宮田喜壽, 平川大貴, 岡安崇史

    第41回土木学会関東支部技術研究発表会  2014.3 

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  • 路盤の短繊維・ジオグリッド補強によるアスファルト舗装の残留変形の抑制

    松木眞大, 平川大貴, 宮田喜壽

    第41回土木学会関東支部技術研究発表会  2014.3 

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  • 土構造物の形状が津波エネルギー減衰効果に及ぼす影響

    田中悠斗, 宮田喜壽, 多田 毅, 平川大貴

    第41回土木学会関東支部技術研究発表会  2014.3 

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  • 短繊維混合礫の混合性と転圧締固め特性の検討

    平川大貴, 宮田喜壽

    土木学会第68回年次学術講演会  2013.9 

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  • 排水機能の強化による既設補強土壁の耐降雨性能の向上

    平川大貴, 宮田喜壽

    第48回地盤工学研究発表会  2013.7 

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  • 軸延伸HDPE ジオグリッドの温度促進クリープ試験法

    西川清志郎, 宮田喜壽, 平川大貴

    第40回土木学会関東支部技術研究発表会  2013.3 

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  • 短繊維混合による礫質土の力学的性質の改善

    緒方玲治, 平川大貴, 宮田喜壽

    第40回土木学会関東支部技術研究発表会  2013.3 

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  • 集水井戸と水平排水工の併用による既設補強土壁の耐降雨性能の改善

    西村健, 平川大貴, 宮田喜壽

    第40回土木学会関東支部技術研究発表会  2013.3 

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  • 締固めが礫質土の強度変形特性に及ぼす影響

    南弘毅, 平川大貴, 宮田喜壽

    第40回土木学会関東支部技術研究発表会  2013.3 

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  • 地盤補強と排水技術の併用による傾斜地盤上盛土の安定性強化

    平川大貴, 宮田喜壽

    第9回地盤工学会関東支部発表会  2012.10 

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  • 地盤補強と湧水・表面水対策の併用による斜面上盛土の耐降雨性能の強化

    平川大貴, 宮田喜壽

    土木学会第67回年次学術講演会  2012.9 

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  • 短繊維混合による礫質土の強度変形特性の改良

    平川大貴, 宮田喜壽

    第47回地盤工学研究発表会  2012.7 

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  • ジオグリッドの設計クリープ強度の評価法

    鈴木智弘, 宮田喜壽, 平川大貴

    第39回土木学会関東支部技術研究発表会  2012.3 

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  • 施工時の損傷がPP2軸延伸ジオグリッドの引張り強度特性に及ぼす影響

    松野剛, 山本慶士, 宮田喜壽

    第38回土木学会関東支部技術研究発表会  2012.3 

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  • 繊維系ジオグリッドの変形強度特性の経年変化

    平川大貴, 田村幸彦, 内村太郎, 小川敦久, 桝尾孝之, 古関潤一, 龍岡文夫

    土木学会第66回年次学術講演会  2011.9 

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  • ジオグリッドの促進クリープ試験における時間換算則に関する検討

    松野剛, 宮田喜壽, 平川大貴

    土木学会第66回年次学術講演会  2011.9 

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  • 設計モデルのバイアス解析に基づく部分安全係数の算出法とICTの活用

    宮田喜壽, 平川大貴, 小浪岳治, 小林悟史, R.J.Bathurst

    第46回地盤工学研究発表会  2011.7 

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  • 施工時の損傷がジオグリッドの引張り強度特性に及ぼす影響の評価法

    松野剛, 宮田喜壽, 平川大貴

    第46回地盤工学研究発表会  2011.7 

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  • 路盤の残留変形抑制に対するジオグリッド補強の効果

    平川大貴, 宮田喜壽

    第46回地盤工学研究発表会  2011.7 

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  • 路盤の残留変形抑制に関する考察

    宮﨑和也, 平川大貴, 宮田喜壽

    第38回土木学会関東支部技術研究発表会  2011.3 

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  • 斜面上の盛土構造物の降雨時安定性と対策

    藤井勇気, 平川大貴, 宮田喜壽

    第38回土木学会関東支部技術研究発表会  2011.3 

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  • 施工時の損傷がHDPE1軸延伸ジオグリッドの引張り強度特性に及ぼす影響

    山本慶士, 松野剛, 宮田喜壽

    第38回土木学会関東支部技術研究発表会  2011.3 

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  • ジオグリッドの長期クリープ変形量の予測における促進試験の適用性の検討

    宮田喜壽, 平川大貴, 松野剛

    土木学会第65回年次学術講演会  2010.9 

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  • 損傷を受けた高分子補強材の変形強度特性

    平川大貴, 宮田喜壽

    土木学会第65回年次学術講演会  2010.9 

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  • ICTを応用した補強土壁のモニタリングシステムの開発と現場への適用

    宮田喜壽, 平川大貴, 多田 毅, 小浪岳治, 小林悟史

    第45回地盤工学研究発表会  2010.8 

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  • 多様な砂礫のせん断強度と締固め度・相対密度との相関

    龍岡文夫, Duttine Antoine, 原大地, 望月勝紀, 望月一宏, 奥野大輔, 平川大貴, 清田隆

    第45回地盤工学研究発表会  2010.8 

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  • 盛土構造物の降雨時安定性の検討

    平川大貴, 宮田喜壽

    第45回地盤工学研究発表会  2010.8 

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  • 固化処理土の状態量変化の推定法

    T.Kojorntanakit, 宮田喜壽, 平川大貴, 末次大輔

    第37回土木学会関東支部技術研究発表会  2010.3 

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  • 降雨に対する土構造物の安定性に関する研究

    中瀬古篤, 平川大貴, 宮田喜壽

    第37回土木学会関東支部技術研究発表会  2010.3 

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  • 施工時の損傷が高分子補強材の力学特性に及ぼす影響

    高村真史, 宮田喜壽, 平川大貴

    第37回土木学会関東支部技術研究発表会  2010.3 

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  • 促進試験による高分子補強材の長期クリープ変形量の予測

    平川大貴, 宮田喜壽, 池水俊二, J.B.Lecaillon

    第44回地盤工学研究発表会  2009.8 

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  • 一体橋梁の耐震性に及ぼすジオシンセティックス補強盛土部のセメント改良の効果

    相馬亮一, 錦織大樹, 有田貴司, 坂井優, 田村知宏, 龍岡文夫, 清田隆, 平川大貴, 渡辺健治

    第44回地盤工学研究発表会  2009.8 

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  • 圧密・養生効果がジオグリッドで補強された固化処理土の強度に及ぼす影響

    日野貞義, 河井勇樹, 宮田喜壽, 平川大貴, 末次大輔

    第36回土木学会関東支部技術研究発表会  2009.3 

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  • 圧密・養生効果による固化処理土の強度増加特性とその評価

    河井勇樹, 日野貞義, 宮田喜壽, 平川大貴, 末次大輔

    第36回土木学会関東支部技術研究発表会  2009.3 

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  • 高分子地盤補強材の促進クリープ試験

    池水俊二, 平川大貴, 宮田喜壽, JB. Lecaillon

    第36回土木学会関東支部技術研究発表会  2009.3 

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  • 高密度に締固めた稲城砂の排水平面ひずみ圧縮試験による変形強度特性

    清田健司, 龍岡文夫, 平川大貴

    第43回地盤工学研究発表会  2008.7 

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  • 飽和礫質土の排気排水変形強度に及ぼす締固め条件の影響

    飛子豊, 龍岡文夫, 平川大貴

    第43回地盤工学研究発表会  2008.7 

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  • 不飽和礫質土の排気排水変形強度に及ぼす締固め条件の影響

    原大地, 龍岡文夫, 平川大貴

    第43回地盤工学研究発表会  2008.7 

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  • 重錘落下試験によるセメント改良砂地盤の剛性に対する養生効果の評価

    箕浦慎也, 平川大貴, 龍岡文夫

    第43回地盤工学研究発表会  2008.7 

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  • GRS一体橋梁の安定性に及ぼす杭の効果

    平川大貴, 龍岡文夫, 相澤宏幸, 錦織大樹, 相馬亮一, 園田陽介

    第43回地盤工学研究発表会  2008.7 

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  • 繰返し鉛直載荷による盛土の沈下とジジオテキスタイル補強による解決

    錦織大樹, 相澤宏幸, 相馬亮一, 園田陽介, 平川大貴

    第43回地盤工学研究発表会  2008.7 

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  • GRS一体橋梁の耐震性能に及ぼす背面盛土セメント改良の影響

    相馬亮一, 相澤宏幸, 錦織大樹, 園田陽介, 平川大貴, 龍岡文夫

    第43回地盤工学研究発表会  2008.7 

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  • ジオシンセティックス補強土一体橋梁の安定性に与える補強材の壁面工定着の影響

    相澤宏幸, 錦織大樹, 相馬亮一, 園田陽介, 平川大貴, 龍岡文夫

    第43回地盤工学研究発表会  2008.7 

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  • 定体積一面せん断時における不飽和砂の繰返しおよび残留強度

    大西健太, 上村宏允, 塚本良道, 平川大貴

    第43回地盤工学研究発表会  2008.7 

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  • GRS一体橋梁の地震時安定性に及ぼす補強材の引抜け抵抗の影響

    相馬亮一, 園田陽介, 相澤宏幸, 錦織大樹, 龍岡文夫, 平川大貴, 舘山勝, 篠田昌弘

    第4回地盤工学会関東支部地盤工学研究発表会  2007.10 

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  • 大型三軸圧縮試験による礫質土の変形強度特性

    原大地, 飛子豊, 龍岡文夫, 平川大貴

    第4回地盤工学会関東支部地盤工学研究発表会  2007.10 

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  • 礫質土の変形強度に及ぼす締固め条件の影響

    飛子豊, 原大地, 龍岡文夫, 平川大貴

    第4回地盤工学会関東支部地盤工学研究発表会  2007.10 

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  • 粘土の一次元圧密試験における応力ひずみ関係の速度依存性

    川辺翔平, W. Kongkitkul, 上城愛, 龍岡文夫, 平川大貴

    第4回地盤工学会関東支部地盤工学研究発表会  2007.10 

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  • 軸圧縮試験による洪積砂の変形強度特性に及ぼす締固め度の影響

    飛子豊, 荒井亜希, 川原園美幸, 平川大貴, 龍岡文夫

    第42回地盤工学研究発表会  2007.7 

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  • 平面ひずみ圧縮試験による締め固めた洪積砂の変形強度特性

    清田健司, 川原園美幸, 平川大貴, 龍岡文夫

    第42回地盤工学研究発表会  2007.7 

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  • 砂質土の変形強度特性に及ぼす高い締固め度の影響

    川原園美幸, 飛子豊, 清田健司, 平川大貴, 龍岡文夫

    第42回地盤工学研究発表会  2007.7 

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  • 盛土材の締固めと変形強度特性の相関

    平川大貴, 龍岡文夫

    第42回地盤工学研究発表会  2007.7 

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  • 破砕コンクリートの変形強度特性に及ぼす原コンクリートの強度の影響

    井口雄介, 本庄勇治, 龍岡文夫, 平川大貴

    第42回地盤工学研究発表会  2007.7 

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  • 不飽和状態にあるEPSビーズ混合砂の微少ひずみ変形特性

    金丸太郎, 山口剛平, 塚本良道, 龍岡文夫, 平川大貴, 千代田健

    第42回地盤工学研究発表会  2007.7 

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  • FWD試験と平板載荷試験の砂地盤の剛性とその関連

    増田直哉, 平川大貴, 龍岡文夫, 川崎廣貴

    第42回地盤工学研究発表会  2007.7 

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  • 補強土構造物の安定性に及ぼす補強材の引き抜け特性の影響

    野尻峰広, 相澤宏幸, 錦織大樹, 笹田泰雄, 平川大貴, 龍岡文夫

    第42回地盤工学研究発表会  2007.7 

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  • 気温変化により生じる一体橋梁の盛土変形のジオテキスタイル補強による抑制

    相澤宏幸, 野尻峰広, 笹田泰雄, 平川大貴, 龍岡文夫

    第42回地盤工学研究発表会  2007.7 

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  • ジオテキスタイル補強土橋梁の常時及び地震時安定性に対する補強材の定着効果

    錦織大樹, 野尻峰広, 相澤宏幸, 笹田泰雄, 平川大貴, 龍岡文夫

    第42回地盤工学研究発表会  2007.7 

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  • 一面せん断試験を用いた地震による地すべり崩壊砂質土の残留強度

    上村宏允, 小張泰英, 小野諒子, 塚本良道, 平川大貴, 龍岡文夫

    第42回地盤工学研究発表会  2007.7 

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  • 地震時における新形式一体GRS橋梁の変位挙動

    錦織大樹, 笹田泰雄, 野尻峰広, 相澤宏幸, 龍岡文夫, 平川大貴, 渡辺健治, 舘山勝

    第3回地盤工学会関東支部地盤工学研究発表会  2006.10 

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  • 締固め度90 %以上での砂礫の変形強度特性

    川原園美幸, 平川大貴, 龍岡文夫

    第3回地盤工学会関東支部地盤工学研究発表会  2006.10 

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  • FWD試験と平板載荷試験により評価された地盤剛性の関係

    増田直哉, 龍岡文夫, 平川大貴, 川崎廣貴, 長澤正明, M.S.A.Siddiquee

    第3回地盤工学会関東支部地盤工学研究発表会  2006.10 

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  • 補強土擁壁の模型載荷試験における変形特性の材料粘性を考慮したシミュレーション

    野口利雄, 平川大貴, W.Kongkitkul, 龍岡文夫

    土木学会第61回年次学術講演会  2006.9 

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  • 各種粒状体の繰返し載荷効果と粘性による残留ひずみとその関係

    林俊郎, 桜野寛, 龍岡文夫, 平川大貴

    第41回地盤工学研究発表会  2006.7 

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  • 破砕性砂質土の平面ひずみ圧縮での変形強度特性に与える締固め条件の影響

    川原園美幸, 飛子豊, 龍岡文夫, 平川大貴

    第41回地盤工学研究発表会  2006.7 

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  • 平面ひずみ圧縮試験における砂質土の変形強度に及ぼす供試体上下端面摩擦の影響

    飛子豊, 川原園美幸, 龍岡文夫, 平川大貴

    第41回地盤工学研究発表会  2006.7 

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  • 礫質土の変形強度特性に与える締固め条件の影響

    平川大貴, 龍岡文夫

    第41回地盤工学研究発表会  2006.7 

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  • 原粒度とせん頭粒度の破砕コンクリートの変形強度特性

    冨田佑一, 井口雄介, 龍岡文夫, 平川大貴

    第41回地盤工学研究発表会  2006.7 

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  • 盛土材としての破砕コンクリートの広い拘束圧の範囲での変形強度特性

    井口雄介, 冨田佑一, 龍岡文夫, 平川大貴

    第41回地盤工学研究発表会  2006.7 

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  • 持続荷重時におけるジオテキスタイル補強材と砂との粘性による相互作用

    金丸太郎, W.Kongkitkul, 平川大貴, 龍岡文夫

    第41回地盤工学研究発表会  2006.7 

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  • Load relaxation in polymer geosynthetic reinforcement arranged in sand under sustained load

    W.Kongkitkul, T.Kanemaru, D.Hirakawa, F.Tatsuoka, K.-H.Loke

    第41回地盤工学研究発表会  2006.7 

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  • 重錘落下試験と平板載荷試験による砂地盤の剛性

    増田直哉, 龍岡文夫, 平川大貴, 川崎廣貴, 長澤正明

    第41回地盤工学研究発表会  2006.7 

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  • 盛土をジオテキスタイル補強した新形式の一体構造橋梁の水平載荷模型実験―①土圧の増加による壁面工の損傷と、②背面盛土の沈下に対するー

    相澤宏幸, 野尻峰広, 龍岡文夫, 平川大貴

    第41回地盤工学研究発表会  2006.7 

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  • 盛土をジオテキスタイル補強した新形式の一体構造橋梁の検討

    野尻峰広, 相澤宏幸, 龍岡文夫, 平川大貴

    第41回地盤工学研究発表会  2006.7 

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  • 盛土材としての破砕コンクリートの変形強度特性に及ぼす締固め密度の影響

    冨田佑一, 山田康裕, L,Luca, 龍岡文夫, 平川大貴, 松島健一

    第41回地盤工学研究発表会  2006.7 

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  • Effects of particle properties on the viscous behaviour in direct shear of unbound granular materials

    A.Duttine, W.Kongkitkul, D.Hirakawa, F.Tatsuoka

    第41回地盤工学研究発表会  2006.3 

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  • ジオテキスタイルで補強された水平砂地盤の変形特性における載荷速度効果

    平川大貴, W.Kongkitkul, 龍岡文夫

    土木学会第60回年次学術講演会  2005.10 

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  • FE analysis on the rate-dependent behaviour of geogrid-reinforced soil retaining wall

    W.Kongkitkul, D.Hirakawa, T.Noguchi, F.Tatsuoka

    土木学会第60回年次学術講演会  2005.10 

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  • FE simulation of rate-dependent behaviour of model geosynthetic-reinforced soil retaining wall

    T.Noguchi, D.Hirakawa, W.Kongkitkul, F.Tatsuoka

    土木学会第60回年次学術講演会  2005.10 

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  • 破砕コンクリートの変形強度特性の拘束圧依存性

    冨田佑一, 井口雄介, 龍岡文夫, 平川大貴, 松島健一

    第2回地盤工学会関東支部地盤工学研究発表会  2005.9 

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  • 三軸圧縮・伸張試験による雲母を含んだ砂の変形強度特性

    川原園美幸, 龍岡文夫, 平川大貴

    第40回地盤工学研究発表会  2005.7 

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  • 繰返し載荷と持続載荷による砂の残留変形とその相互関係

    林俊郎, 森山優, 龍岡文夫, 平川大貴

    第40回地盤工学研究発表会  2005.7 

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  • Behaviour of a geogrid during and after a 30 day-long sustained loading and its model simulation

    W.Kongkitkul, D.Hirakawa, F.Tatsuoka

    第40回地盤工学研究発表会  2005.7 

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  • 繰返し微少変位に伴い変形が進行したU型擁壁の事例報告

    住吉卓, 平川大貴, 野尻峰広, 笠原広智, 内村太郎, 新井寿和, 龍岡文夫

    第40回地盤工学研究発表会  2005.7 

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  • 繰返し微少変位を受ける擁壁の裏込め土を模擬した平面ひずみ試験

    新井寿和, 内村太郎, 住吉卓, 龍岡文夫, 平川大貴, 野尻峰広

    第40回地盤工学研究発表会  2005.7 

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  • 多数回の水平微少繰返し載荷を受ける擁壁の残留土圧特性

    野尻峰広, 笠原広智, 龍岡文夫, 平川大貴, 住吉卓, 新井寿和, 内村太郎

    第40回地盤工学研究発表会  2005.7 

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  • 2003年三陸南地震により崩壊した築館高速地すべりに関する考察

    芳賀千鶴, 石原研而, 塚本良道, 平川大貴, 砂川宏通

    土木学会第59回年次学術講演会  2004.10 

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  • 支持力試験における砂の変形特性の時間依存性

    野口利雄, 平川大貴, M.S.A.Siddiquee, 龍岡文夫

    土木学会第59回年次学術講演会  2004.10 

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  • 2003年宮城県北部地震により崩壊した築館の火山灰性砂質土の残留強度特性

    田村勇二, 石原研而, 塚本良道, 平川大貴

    土木学会第59回年次学術講演会  2004.10 

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  • 地盤剛性全自動評価システムにおける地盤剛性計測法

    川崎廣貴, 皿海章雄, 龍岡文夫, 平川大貴

    土木学会第59回年次学術講演会  2004.10 

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  • 地盤剛性全自動評価システムの室内試験による制度評価

    皿海章雄, 川崎廣貴, 龍岡文夫, 平川大貴

    土木学会第59回年次学術講演会  2004.10 

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  • 引張り補強された土構造物の変形強度特性に与える補強材剛性の影響

    平川大貴, 龍岡文夫, 呉博凱

    第39回地盤工学研究発表会  2004.7 

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  • 体積変化制御型三軸試験による不飽和土の変形挙動

    中村昌司, 石原研而, 塚本良道, 平川大貴

    第39回地盤工学研究発表会  2004.7 

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  • Residual deformation due to the viscous property during monotonic and cyclic loading of a HDPE geogrid

    W.Kongkitkul, D.Hirakawa, F. Tatsuoka

    第38回地盤工学研究発表会  2003.7 

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  • 微少繰返し応力に対する補強材剛性の効果

    内村太郎, 龍岡文夫, 平川大貴, 高岡秀明

    第38回地盤工学研究発表会  2003.7 

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  • 砂地盤上の浅い基礎の支持力特性における粘性効果

    平川大貴, M.S.A.Siddiquee, 龍岡文夫

    第38回地盤工学研究発表会  2003.7 

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  • ジオグリッド補強土擁壁のクリープ・繰返し載荷時の変形特性

    高岡秀明, 平川大貴, 内村太郎, 龍岡文夫

    第38回地盤工学研究発表会  2003.7 

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  • 繰返し及びクリープ載荷時の砂の残留変形

    伊藤寛倫, D-H.Ko, 平川大貴, 龍岡文夫

    第37回地盤工学研究発表会  2002.7 

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  • Viscous Effects on Load–Deformation Characteristics of Geogrid during Unloading and Reloading and Model Simulation

    W.Kongkitkul, D.Hirakawa, F.Tatsuoka

    第37回地盤工学研究発表会  2002.7 

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  • 補強材の剛性が補強土構造物の変形特性に与える影響

    柴田芳雄, 平川大貴, 龍岡文夫

    第37回地盤工学研究発表会  2002.7 

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  • クリープ・繰り返し載荷時におけるジオテキスタイル補強土構造物の変形特性

    平川大貴, 柴田芳雄, 龍岡文夫, 内村太郎

    第37回地盤工学研究発表会  2002.7 

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  • プレローディド・プレストレスト補強土模型の荷重保持載荷試験

    柴田芳雄, 平川大貴, 篠田昌弘, 内村太郎, 龍岡文夫

    土木学会第56回年次学術講演会  2001.10 

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  • ジオグリッドの変形特性の時間依存性のモデル化

    平川大貴, 龍岡文夫

    土木学会第56回年次学術講演会  2001.10 

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  • ジオグリッドの変形特性の時間依存性

    平川大貴, 龍岡文夫

    第36回地盤工学研究発表会  2001.7 

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  • 軌道模型実験における載荷方法の影響

    平川大貴, 川崎紘誉, 桃谷尚嗣, 龍岡文夫

    土木学会第55回年次学術講演会  2000.10 

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  • 転圧時における砂地盤内応力分布の実験的検討

    川崎紘誉, 平川大貴, 龍岡文夫

    第35回地盤工学研究発表会  2000.7 

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  • 地盤内応力に対する弾性解適用の検討

    平川大貴, 川崎紘誉, M.S.A.Siddiquee, 龍岡文夫

    第35回地盤工学研究発表会  2000.7 

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  • 砂の補強効果に対する補強材形状の影響

    平川大貴, 岡島修一, 石原研而, 龍岡文夫

    第34回地盤工学研究発表会  1999.7 

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  • 補強砂の平面ひずみ圧縮試験におけるジオグリッド補強材の剛性と形状の効果

    彭芳楽, 小竹望, 平川大貴, 岡嶋修一, 龍岡文夫, 内村太郎

    第33回地盤工学研究発表会  1998.7 

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  • 砂の補強におけるジオテキスタイルの最適補強材形状・剛性の考察

    平川大貴, 岡島修一, 石原研而, 龍岡文夫

    第33回地盤工学研究発表会  1998.7 

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Awards

  • 令和4年度事業企画賞

    2023   地盤工学会  

  • 2019 Editorial Board member Award, Soils and Foundations

    2020  

  • 優秀講演賞

    2010.11   土木学会   損傷を受けた高分子補強材の変形強度特性 (第65回土木学会年次学術講演会)

  • 優秀論文発表賞

    2009.11   地盤工学会   促進試験による高分子補強材の長期クリープ変形量の予測 (第44回地盤工学研究発表会)

  • 研究奨励賞

    2009.5   地盤工学会   ジオシンセティック補強材及びそれによって補強された盛土のクリープ変形特性の解明

    W. Kongkitkul, 平川大貴

  • JC-IGS技術奨励賞

    2008.12   国際ジオシンセティックス学会日本支部   "一体GRS橋梁の構造的利点と諸課題 (ジオシンセティックス技術情報,Vol.23, No.1, pp.52-60.)"

    平川大貴, 龍岡文夫, 野尻峰弘, 相澤宏幸, 錦織大樹

  • 2007 Best Paper of Geosynthetics International

    2008.9   International Geosynthetics Society   "Creep rupture curve for simultaneous creep deformation and degradation of geosynthetic reinforcement, (Geosynthetics International, Vol.14, No.4, pp.189-200.)|rn|著者:W. Kongkitkul, F. Tatsuoka, D.Hirakawa"

  • 2004-2007 The IGS Young Member Award

    2008.9   International Geosynthetics Society   "Mechanism of the creep deformation of geosynthetic reinforcement and its engineering implications|rn|受賞者:D. Hirakawa, W.Kongkitkul"

  • JC-IGS論文賞

    2007.11   国際ジオシンセティックス学会日本支部   "新形式補強土橋梁の耐震性能に対する壁面工と補強材の定着強度の影響 (ジオシンセティックス論文集, Vol.21, pp.167-174.)|rn|著者:平川大貴, 野尻峰弘, 相澤宏幸, 錦織大樹, 笹田泰雄, 龍岡文夫, 渡辺健治, 舘山勝"

  • 優秀論文発表賞

    2006.11   地盤工学会   礫質土の変形強度特性に与える締固め条件の影響 (第41回地盤工学研究発表会)

  • JC-IGS奨励賞

    2003.11   国際ジオシンセティックス学会日本支部   "ジオテキスタイル補強土擁壁の変形特性に対する材料粘性の影響 (ジオシンセティクス論文集, Vol.18. pp.175-182.)"

    平川大貴

  • Student Award

    2002.9   International Geosynthetics Society   ジオシンセティックス工学に関する研究活動に対して

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Research Projects

  • 既存堤防の地震時安定性の向上につながる河道掘削土の活用方法の提案

    Grant number:23K04029  2023.4 - 2026.3

    日本学術振興会  科学研究費助成事業  基盤研究(C)  中央大学

    平川 大貴, 荒木 裕行

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    Grant amount: \4810000 ( Direct Cost: \3700000 、 Indirect Cost: \1110000 )

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  • 地盤材料として破砕コンクリートを活用するための再生化方法の確立

    2020.4 - 2023.3

    日本学術振興会 科学研究費補助金,基盤研究(C) 

    平川大貴

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    Grant type:Competitive

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  • Development of Visualization Technology for Internal Structures of River Embankments and Civil Engineering Structures by Muon

    Grant number:20K20352  2020.4 - 2021.3

    Japan Society for the Promotion of Science  Grants-in-Aid for Scientific Research  Grant-in-Aid for Challenging Research (Pioneering)  Chuo University

    YAMADA TADASHI

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    Grant amount: \25740000 ( Direct Cost: \19800000 、 Indirect Cost: \5940000 )

    The purpose of this research was to develop exploration technology by muons in order to visualize the internal structure of levees and civil engineering structures. The research is divided into four topics. As a result, we were able to establish a compact visualization technology which can measure in a short time.
    The present research has succeeded in downsizing the detector to the size of a laptop and can easily visualize soil cover with thickness up to about 3 m. In addition, when a visualization experiment of the levees was carried out using a simultaneously counting type muon detector, the levee shape could be caught in about 8 hours. Moreover, we also succeeded in visualizing the infiltration situation of a soil tank in an experiment, so it is possible to utilize it as a new technology that can visualize the internal situation of the levee at the time of flood.

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  • Development of composite geomaterials for seismic disaster prevention and material recycling

    Grant number:18K04359  2018.4 - 2019.3

    Japan Society for the Promotion of Science  Grants-in-Aid for Scientific Research  Grant-in-Aid for Scientific Research (C)  Kagawa National College of Technology

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    Grant amount: \3510000 ( Direct Cost: \2700000 、 Indirect Cost: \810000 )

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  • 地盤材料としての破砕コンクリートの高度化利用方法の提案

    2016.4 - 2019.3

    平川大貴

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    Authorship:Principal investigator  Grant type:Competitive

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  • 補強土技術による舗装の長寿命化

    2013.4 - 2016.3

    平川大貴

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    Authorship:Principal investigator  Grant type:Competitive

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  • Tsunami

    Grant number:24360195  2012.4 - 2015.3

    Japan Society for the Promotion of Science  Grants-in-Aid for Scientific Research  Grant-in-Aid for Scientific Research (B) 

    MIYATA Yoshihisa, TADA Tsuyoshi, HIRAKAWA Daiki

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    Grant amount: \17160000 ( Direct Cost: \13200000 、 Indirect Cost: \3960000 )

    To improve geo-structure technique for tsunami countermeasures, 1) modeling of tsunami-load for structural design, 2) investigation of the optimum geometry to reduce tsunami energy, 3) verification of the geogrid-gabion method for erosion control and 4) development of risk-based design for geosynthetic reinforced soil structure were performed. Following mail results were obtained. 1) New load model was built using over 6000 survey data after the Tohoku earthquake in 2011. 2) Structure having slope face for coastal side and vertical face for land side is most effective to reduce tsunami energy. 3) Geogrid-gabion method is useful for erosion control. 4) Accuracy in calculation of the failure of probability for risk based design was improved for geosynthetics reinforced soil structures. These achievements contribute for reasonable counter measure using geo-technology for tsunami.

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  • Reduction inrainfall disasterriskof soil structure by geosynthetics-reinforcing technologies

    Grant number:23760449  2011 - 2012

    Japan Society for the Promotion of Science  Grants-in-Aid for Scientific Research  Grant-in-Aid for Young Scientists (B) 

    HIRAKAWA Daiki

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    Authorship:Principal investigator  Grant type:Competitive

    Grant amount: \4420000 ( Direct Cost: \3400000 、 Indirect Cost: \1020000 )

    This study examined a method to improve the structural stability of embankment against rainfall to increase of the disaster risk related to the climate change. Firstly, the factors affecting the stabilityof embankment during rainfallwere investigated by performing of a series of laboratory model tests. As a result, it was found that the stability of embankment during rainfallis strongly affected by seepage and surface flow. Based on the above findings, this study proposed a method that can be improved the stability of soil structure against rainfall by applying the combined technologywith geosynthetic-reinforcement and horizontal / vertical drainage.

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  • Advanced soil reinforcement technology for geo-structure with long service lifetime

    Grant number:21360229  2009 - 2011

    Japan Society for the Promotion of Science  Grants-in-Aid for Scientific Research  Grant-in-Aid for Scientific Research (B) 

    MIYATA Yoshihisa, HIRAKAWA Daiki

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    Grant amount: \17940000 ( Direct Cost: \13800000 、 Indirect Cost: \4140000 )

    For reinforced soil walls, the accuracy of the current design model was evaluated, and the basic concepts of a design method for the load resistance factors were framed. A lifecycle cost estimation method that took into account the risk of seismic disasters was established. Furthermore, a laboratory test was developed to evaluate the long-term performance of the polymeric reinforcing material, and the performance of the high-density polyethylene(HDPE) geogrid was investigated in detail. An information and communications technology(ICT)-based monitoring system was developed for lifecycle management with actual structural data. These research results will contribute toward the construction and management of geo-structures with long service lifetimes.

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  • 性能設計を考慮した原位置での盛土締固め管理手法の開発

    2007.4 - 2008.3

    公益財団法人前田記念工学振興財団,研究助成 

    平川大貴

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    Authorship:Principal investigator  Grant type:Competitive

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  • ジオテキスタイル補強盛土を用いた新形式橋台の開発

    Grant number:18760364  2006.4 - 2007.3

    平川大貴

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  • Estimation of run-out distances of slope failures during earthquakes considering effects of rainfall

    Grant number:18560491  2006 - 2007

    Japan Society for the Promotion of Science  Grants-in-Aid for Scientific Research  Grant-in-Aid for Scientific Research (C)  Tokyo University of Science

    TSUKAMOTO Yoshimichi, TATSUOKA Fumio, HIRAKAWA Daiki

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    Grant amount: \3770000 ( Direct Cost: \3500000 、 Indirect Cost: \270000 )

    The soils samples were taken from the sites of slope failures which had occurred during 2004 Niigata Chuetsu Earthquake. A multiple series of laboratory triaxial tests were conducted to examine the effects of saturation on the residual strength of soils. The residual strength of soils subjected to slope failures was found to be strongly affected by the degree of water saturation, however in a different manner among the soils. There would be many factors coming into these relations, and it is suggested that the dependency of the residual strength on the degree of saturation can be better characterized by categorizing the relations in terms of types of soils such as weathered sandstone, weathered mudstone, weathered granite, volcanic soils and others.
    The residual strength of unsaturated soils was also examined by using a constant-volume direct shear test apparatus. Based on the past studies characterizing the flow and non-flow conditions of fully saturated soils in terms of soil density, the influence of saturation conditions such as water content and degree of saturation as well as state parameters such as soil density and confining stress was examined.
    A simple analysis was proposed to estimate the run-out distances of slope failures during earthquakes by adopting the re〓

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  • Overall understanding of the factors for inelastic behaviour of geomaterial and their interactions

    Grant number:18360231  2006 - 2007

    Japan Society for the Promotion of Science  Grants-in-Aid for Scientific Research  Grant-in-Aid for Scientific Research (B)  Tokyo University of Science

    TATSUOKA Fumio, TSUKAMOTO Yoshimichi, HIRAKAWA Daiki

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    Grant amount: \15910000 ( Direct Cost: \14800000 、 Indirect Cost: \1110000 )

    Factors, viscosity, inviscid cyclic loading effect and ageing, which affect the stress-strain behaviour of geomaterial (i.e., clays, sands, gravels, cement-mixed soils, geosynthetic reinforcement, EPS etc.) as well as interactions of these factors with elasto-plastic properties were investigated by performing a great amount of drained plane strain and triaxial compression tests and direct shear tests. A general constitutive model that can simulate the above and can be used in numerical analysis of geotechnical boundary-value problems was developed. The major findings include the followings. Firstly, the geomaterial exhibits different viscosity types depending on particle shape and grading, categorized as 1) Isotach, 2) Combined, 3) TESRA and 4) Positive and Negative (P&N). Isotach is characterized by an increase in the strength with strain rate, while TESRA by the same strength in monotonic loading at different but constant strain rates and P&N by a decrease in the strength with an increase in the strain rate. These viscosity types have a positive component in that the stress increases upon a sudden increase in the strain rate and the strain increases during sustained 1

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  • Seismic reinforcing of existing soil structures and advanced application of soil reinforcing technology to construction of highly aseismic environment-friendly soil structures

    Grant number:13852011  2001 - 2005

    Japan Society for the Promotion of Science  Grants-in-Aid for Scientific Research  Grant-in-Aid for Scientific Research (S) 

    TATSUOKA Fumio, TOWHATA Ikuo, KOSEKI Junichi, UCHIMURA Taro, TANAKA Tadatsugu, TSUKAMOTO Yoshimichi

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    Grant amount: \101660000 ( Direct Cost: \78200000 、 Indirect Cost: \23460000 )

    The strength and deformation characteristics of geosynthetic reinforcement when subjected to sustained and cyclic loading were evaluated by performing a comprehensive series of tensile loading tests. By analyzing results from tests lasting for up to 30 days, a constitutive model that can fully explain the test results was developed. The residual deformation characteristics of backfill, which is another constituting material of geosynthetic-reinforced soil structure, were evaluated by performing sustained and cyclic loading triaxial tests on a variety of backfill material. The test results were analysed to obtain empirical equations that are to be incorporated into numerical analysis. Moreover, model loading tests on geosynthetic-reinforced soil structures, including retaining walls, and level grounds were performed under plane strain conditions to validate the numerical analysis method. In particular, the effects of sustained and cyclic loading on the deformation of geosynthetic-reinforced soil structure were studied evaluating the possibility of creep rupture failure of geosynthetic reinforcement and the effects of preloading and prestressing. A FEM code to simulate model behaviour as observed above was developed. Finally, the feasibility of the use of crushed concrete as the backfill of geosynthetic-reinforced soil structures allowing a limited amount of instantaneous and residual deformation was studied by performing consolidated drained triaxial compression tests on specimens having a wide range of density and at a wide range of confining pressure. In particular, triaxial compression tests on 30 cm-diameter and 60 cm-high specimen of a crushed concrete available in the field were performed. It was found that, when highly compacted, the strength and stiffness of crushed concrete becomes as high as the best backfill material (i.e., well-graded crushed hard rock). This trend did not change when increasing the confining pressure up to 600 kPa. The strength and stiffness of cement-mixed crushed concrete were also as good as cement-mixed well-graded crushed hard rock in drained triaxial compression.

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Committee Memberships

  • 2021.6 - Now

    国際ジオシンセティックス学会日本支部,試験法委員会   委員  

  • 2021.7 - 2022.6

    地盤工学会,基準部,室内試験規格・基準委員会(JIS原案作成委員会 本委員会兼務)   メンバー  

  • 2017.7 - 2022.5

    地盤工学会関東支部,土構造物の要求性能の実現を目指した盛土締固め管理の合理化に関する研究委員会   幹事長  

  • 2018.2 - 2022.1

    国際ジオシンセティックス学会日本支部   幹事  

  • 2018.2 - 2022.1

    国際ジオシンセティックス学会日本支部,行事委員会   委員長  

  • 2014.6 - 2021.5

    地盤工学会,基準部,室内試験規格・基準委員会,WG6 ジオシンセティックス   幹事  

  • 2014.5 - 2021.5

    国際ジオシンセティックス学会日本支部,試験法委員会   幹事  

  • 2017.7 - 2020.7

    地盤工学会,公益出版部,Soils and Foundations編集委員会   委員  

  • 2016.6 - 2019.6

    地盤工学会,公益出版部,地盤工学ジャーナル編集委員会   委員  

  • 2013.2 - 2018.1

    国際ジオシンセティックス学会日本支部,行事委員会   幹事  

  • 2010.4 - 2017.9

    地盤工学会,国際部,Transportation Geotechnics国内委員会   委員  

  • 2017.7 -  

    地盤工学会関東支部   幹事  

  • 2016.6 - 2017.6

    地盤工学会,調査・研究部,行事委員会   オブザーバー  

  • 2015.6 - 2016.6

    地盤工学会,調査・研究部,行事委員会   幹事  

  • 2016.6 -  

    地盤工学会,基準部,室内試験規格・基準委員会,JIS原案作製委員会   委員  

  • 2014.6 - 2015.6

    地盤工学会,調査・研究部,行事委員会   サブ幹事  

  • 2012.3 - 2014.12

    地盤工学会,アカデミックロードマップと発展史・人物史 設計・施工に関する小委員会   委員  

  • 2014.3 - 2014.10

    地盤工学会関東支部,支部発表会グループ,GeoKanto2014実行委員会   幹事  

  • 2014.9 -  

    地盤工学会,基準部,地盤調査および室内試験基準の英訳化に関する実行委員会   委員  

  • 2013.6 - 2014.5

    地盤工学会,調査・研究部   部員  

  • 2006.10 - 2014.4

    地盤工学会,基準部,室内試験規格・基準委員会,WG6 ジオシンセティックス   委員  

  • 2011.5 - 2014.3

    地盤工学会関東支部,関東地域における地盤情報の社会的・工学的活用法の検討委員会   委員  

  • 2011.5 - 2013.5

    土木学会,土木学会論文集C分冊編集委員会   委員  

  • 2009.12 - 2013.1

    国際ジオシンセティックス学会日本支部,行事委員会   委員  

  • 2011.9 - 2012.10

    地盤工学会関東支部,支部発表会グループ,GeoKanto2012実行委員会   委員  

  • 2006.4 - 2012.3

    国際ジオシンセティックス学会日本支部,試験法委員会   委員  

  • 2004.3 - 2012.3

    国際ジオシンセティックス学会日本支部,編集委員会   委員  

  • 2006.12 - 2010.3

    地盤工学会,国際部,Geotechnics of Pavement国内委員会   委員  

  • 2006.12 - 2009.3

    地盤工学会関東支部,性能設計に向けた原位置試験の役割に関する研究委員会   委員  

  • 2004.11    

    土木学会,平成16年新潟県中越地震土木学会第二次調査団(社会基盤システム総合調査),構造グループ,地盤土構造物マネジメント班   団員  

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Social Activities

  • 一般社団法人 漁港漁場新技術研究会 水産公共関連民間技術の確認審査・評価事業 評価委員会 委員

    2015.3 - Now

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  • 一般社団法人土木研究センター 建設技術審査証明内容変更委員会 委員

    2023.8 - 2024.3

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  • 一般社団法人土木研究センター 建設技術審査証明内容変更委員会 委員

    2019.5 - 2019.11

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  • 東京都港区,港区防災街づくり検討委員会,液状化検討部会,部員

    2011.5 - 2013.3

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