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松宮　智央 （マツミヤ　トモヒロ）

  • 建築学部 建築学科　　教授
Last Updated :2024/04/25

コミュニケーション情報 byコメンテータガイド

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    強い地震動を受ける鋼構造建物の挙動把握と接合部の損傷。外壁や内壁などの非構造部材の地震時における挙動。

研究者情報

学位

  • 博士（工学）（京都大学）

ホームページURL

J-Global ID

研究キーワード

  • 鋼構造工学   耐震構造工学   

現在の研究分野（キーワード）

    強い地震動を受ける鋼構造建物の挙動把握と接合部の損傷。外壁や内壁などの非構造部材の地震時における挙動。

研究分野

  • 社会基盤（土木・建築・防災） / 建築構造、材料

学歴

  • 2002年04月 - 2006年03月   京都大学大学院   工学研究科   建築学専攻

所属学協会

  • 日本鋼構造協会   日本地震工学会   日本建築学会   

研究活動情報

論文

  • Ryosuke MATSUDA; Taichiro OKAZAKI; Takuya NAGAE; Tomohiro MATSUMIYA; Noriyuki TAKAHASHI; Yoshikazu KANZAKI; Takahiro FUKUI; Toshihiko IIJIMA; Yoshiro KIRIYAMA; Koichi KAJIWARA
    AIJ Journal of Technology and Design 28 69 679 - 684 2022年06月 
    Further shake table tests were conducted to examine the seismic performance of unit houses (prefabricated metal houses). A specimen comprising 4 unit-house units connected vertically and horizontally was subjected repeatedly in the long-side direction to the JMA Kobe record. The nonstructural, external wall panels increased the strength of the specimen twofold. The energy dissipated by repeated slipping of the slip-critical bolted connections equaled 88% of the total energy dissipated by the structural frame.
  • 梅林舞; 高橋典之; 千田紘之; 長江拓也; 岡崎太一郎; 松宮智央; 梶原浩一; 中澤博志; 神崎喜和
    構造工学論文集 68 B 261 - 270 2022年04月 [査読有り]
  • Ryosuke MATSUDA; Taichiro OKAZAKI; Takuya NAGAE; Tomohiro MATSUMIYA; Yoshikazu KANZAKI; Takahiro FUKUI; Toshihiko IIJIMA; Yoshiro KIRIYAMA; Koichi KAJIWARA
    AIJ Journal of Technology and Design 28 68 209 - 214 2022年02月
  • Ryosuke Matsuda; Taichiro Okazaki; Takuya Nagae; Tomohiro Matsumiya; Yoshikazu Kanzaki; Takahiro Fukui; Toshihiko Iijima; Yoshiro Kiriyama; Koichi Kajiwara
    Lecture Notes in Civil Engineering 1116 - 1123 2022年
  • 野々山優輔; 長江拓也; 岡崎太一郎; 松宮智央; 高橋典之; 梶原浩一; 中澤博志; 御子柴正
    日本建築学会技術報告集 26 62 153 - 158 2020年02月 [査読有り]
     
    This research focuses on deterioration behaviors of the unloading stiffness obtained from loading tests of beam-to-column joints of composite beams and steel beams, and discusses the applicability of numerical analyses. The Ibarra-Medina-Krawinkler model expresses degradations of the stiffness and load capacity based on the hysteresis energy. By giving appropriate parameters, a stiffness deterioration behavior at the positive bending of the experiment was efficiently represented. The difference in hysteresis energy due to the presence or absence of stiffness deterioration reached about 20 % when the value positive bending stiffness dropped to about 80 %.
  • Masayoshi Nakashima; Tracy C. Becker; Tomohiro Matsumiya; Takuya Nagae
    Geotechnical, Geological and Earthquake Engineering 32 101 - 116 2014年 [査読有り]
     
    The March 11th, 2011 Tohoku earthquake and subsequent tsunami caused great damage over a large region of North-Eastern portion of Japan. The magnitude of the event was not predicted and thus found Japan unprepared, especially for the effects of the tsunami. This article is a summary of observation of damage and disruption based primarily on the information available within 3 months after the disaster. Also presented are the lessons that the authors believe have been learned and should be shared within the international community of earthquake disaster mitigation researchers and practitioners. The major issues discussed are the ground motion, tsunami, building damage, and post-event response. Recent research efforts in response to the disaster are also touched upon briefly. © Springer Science+Business Media Dordrecht 2014.
  • 岡崎太一郎; 松宮智央; 長江拓也; 福山國夫; 井上貴仁; 中島正愛
    日本建築学会構造系論文集 78 685 569 - 578 2013年03月 [査読有り]
     
    Two full-scale steel moment-resisting frames were constructed and tested at E-Defense to examine the performance of high-rise buildings subjected to long-period ground motions. Frame 1 adopted typical design and detailing from the 1970's employing both field- welded and shop-welded details for the moment frame connections. Frame 2 was identical to Frame 1 except that all connections were field-welded and upgraded using three strengthening methods. A number of connections in Frame 1 fractured during a simulated long- period motion. No damage was observed in Frame 2 until the same motion was repeated multiple times. The performance of field- welded connections in existing high-rise buildings and the effectiveness of upgrade methods are discussed.
  • Yu-Lin Chung; Takuya Nagae; Tomohiro Matsumiya; Masayoshi Nakashima
    Journal of Earthquake Engineering and Structural Dynamics 41 4 735 - 753 2012年04月 [査読有り]
     
    The seismic capacity of beam-to-column connections in steel high-rise frames is a matter of concern, particularly when they are subjected to long-period ground motions. A previous full-scale shaking table test conducted at the E-Defense National Research Institute for Earth Science and Disaster Prevention in Japan disclosed cracks and fractures in such beam-to-column connections. This paper examines the effects of three types of beam-to-column connection retrofit: supplemental welds, wing plates, and a haunch. Quasi-static member tests and a series of shaking table tests applied to a full-scale specimen are conducted to quantify the respective performances of the retrofit schemes. The performance of a total of 28 connections tested by the member and shaking table tests is evaluated together with that of an additional 12 unretrofitted connections tested in the previous test. When the supplemental welds are applied only to the shear tab to the web, the connection fractures at the same instant as the connection without retrofit. The corresponding cumulative plastic rotation is not improved. When the supplement welds are further applied to the web-to-column connection, strain concentration at the bottom flange, primarily promoted by the presence of the RC floor slab, is significantly reduced, and the cumulative plastic rotation capacity is increased to eight times that of the connection without retrofit. For the wing plate connection and haunch connection, the critical section is moved from the beam end to the beam cross-section corresponding to the tip of the wing plates or haunch, resulting in an improvement of ductility by eight times that of the unretrofitted connection. Copyright (C) 2011 John Wiley & Sons, Ltd.
  • 松宮智央; 長江拓也; CHUNG Yu‐Lin; 岡崎太一郎; 福山國夫; 中島正愛
    日本建築学会構造系論文集 77 676 975 - 984 2012年 [査読有り]
     
    The performance of high-rise steel moment frame buildings constructed in the 1970’s is examined by using the E-Defense shake-table facility. Typical design and detailing in the 1970’s are incorporated in a four-story, steel moment frame specimen. The specimen is subjected to a series of response deformations representing a high-rise building. Long-period ground motions impose a substantial number of inelastic deformations, which eventually cause fracture in the beam-to-column connections.
  • 松宮智央; 長江拓也; 鍾育霖; 岡崎太一郎; 福山國夫; 中島正愛
    日本建築学会構造系論文集 77 671 85 - 94 2012年01月 [査読有り]
     
    The performance of high-rise steel moment frame buildings constructed in the 1970's is examined by using the E-Defense shake-table facility. Typical design and detailing in the 1970's are incorporated in a four-story, steel moment frame specimen. The specimen is subjected to a series of response deformations representing a high-rise building. Long-period ground motions impose a substantial number of inelastic deformations, which eventually cause fracture in the beam-to-column connections.
  • Yu-Lin Chung; Takuya Nagae; Tomohiro Matsumiya; Masayoshi Nakashima
    Journal of Earthquake Engineering and Structural Dynamics 40 6 605 - 622 2011年05月 [査読有り]
     
    A series of E-Defense shaking table tests are conducted on a large-scale test specimen that represents a high-rise steel building. Two types of connections featuring the connection details commonly used in 1970s, in the early days of high-rise construction in Japan, are adopted: the field-welded connection consisting of welded unreinforced flanges and a bolted web type, and the shop-welded connection in which the flanges and web are all-welded to the column flange in the shop. To examine the seismic capacity of a total of 24 beam-to-column connections of the specimen, particularly when it is subjected to long-period ground motion characterized not so much by large amplitude as by very many cycles of repeated loading, the test specimen is shaken repeatedly until the connections fractured. The test results indicate that a few of the field-welded connections fractured from the bottom flange weld boundary in a relatively small cumulative rotation primarily due to the difficulties in ensuring the welding and inspection performance in the actual field welding. The shop-welded connections are able to sustain many cycles of plastic rotation, with an averaged cumulative plastic rotation of 0.86 rad. Two shop-welded connections exhibit ductile fractures but only after experiencing many cycles. The presence of RC floor slabs promotes the strain concentration at the toe of the weld access hole in the bottom flange by at least twice compared with the case without the slab, which had resulted in a decrease in the cumulative plastic rotation by about 50%. Copyright (C) 2010 John Wiley & Sons, Ltd.
  • Yu-Lin Chung; Tomohiro Matsumiya; Takuya Nagae; Kunio Fukuyama; Masayoshi Nakashima
    PROCEEDINGS OF THE 8TH INTERNATIONAL CONFERENCE ON STRUCTURAL DYNAMICS, EURODYN 2011 440 - 445 2011年 [査読有り]
     
    The seismic capacity of beam-to-column connections in steel high-rise frames is a matter of concern, particularly when they are subjected to long-period ground motions. A previous full-scale shaking table test conducted at E-Defense disclosed cracks and fractures in such beam-to-column connections. This paper examines the effects of three types of beam-to-column connection retrofit: supplemental welds, wing plates, and a haunch. The performance of a total of twenty-eight connections tested by the shaking table tests is evaluated. When the supplement welds are further applied to the web-to-column connection, the cumulative plastic rotation capacity is increased to eight times that of the connection without retrofit. For the wing plate and haunch connections, the critical section is moved from the beam end to the beam cross-section corresponding to the tip of the wing plates or the haunch, resulting in significant improvement of ductility by eight times that of the un-retrofitted connection.
  • 松宮智央; 鍾育霖; 長江拓也
    日本建築学会構造系論文集 75 653 1343 - 1350 2010年07月 [査読有り]
     
    When subjected to long period ground motions, high-rise buildings would sustain large cumulative inelastic deformations. Beam-to-column connections with RC floor slab are tested to examine the existing performance and effect of seismic retrofit of existing high-rise buildings. Four field welded beam-to-column connections are prepared in reference to the details of high-rise buildings built in 1960s-1970s. Three types of retrofit are adopted for the beam ends, namely welding along the shear plate, attachment of wing plate haunches, and attachment of a vertical haunch. For the unretrofitted connection, presence of a floor slab is attributed to the fracture in the bottom flange. The three retrofitted connections showed three different failure modes. A plastic theory is applied to interpret the resisting mechanisms, indicating reasonable correlation with the corresponding test results.
  • 松岡 祐一; 吹田 啓一郎; 山田 哲
    日本建築学会構造系論文集 74 641 1353 - 1361 日本建築学会 2009年07月 [査読有り]
  • 加登美喜子; 加登美喜子; 松宮智央; 吹田啓一郎; 松岡祐一; 中島正愛; 中島正愛
    日本建築学会構造系論文集 73 632 1857 - 1864 2008年 [査読有り]
  • 加登美喜子; 松宮智央; 吹田啓一郎; 松岡祐一; 中島正愛
    日本建築学会構造系論文集 72 614 139 - 146 日本建築学会 2007年04月 [査読有り]
     
    Quantitative information on the seismic performance of nonstructural components is scarce. Among various nonstructural components, damage to interior drywall partitions affects significantly to the economic loss. Three full-scale drywall partitions, i.e., a standard plane partition, a partition with a door, and a partition with an orthogonal wall, are tested to observe the initiation and evolution of damage in cyclic loading conditions up to a drift angle of 0.1 rad. The plane drywall partition remains undamaged up to 0.01rad, while the partition with a door or the partition with an orthogonal wall sustained damage at a smaller drift angle because of local constraint. The partitions exhibit some lateral resistance, which is provided primarily by the bearing between the gypsum board and surrounding columns. The progress of damage is presented in terms of the ratio of the repair to initial cost. The ratio reaches about 1.0 and 2.0 for a drift angle of 0.04 rad and 0.06 rad, respectively.
  • Tae-Hyung Lee; Mikiko Kato; Tomohiro Matsumiya; Keiichiro Suita; Masayoshi Nakashima
    EARTHQUAKE ENGINEERING & STRUCTURAL DYNAMICS 36 3 367 - 382 2007年03月 [査読有り]
     
    As the first part of non-structural component test series, interior drywall partitions are selected for an experimental program. This test series will cover non-structural components that are significant in the economic losses in buildings subjected to seismic loading, namely interior drywall partitions, exterior cladding and window glasses, and ceilings. Four full-scale drywall partitions with light-gage steel stud framing were tested to observe damage in cyclic loading conditions. Effects of a door and an intersecting wall on the behaviour of drywall partition are studied. Damage was concentrated to perimeter regions where gypsum boards made contacts with ceiling, floor, or columns. Dynamic loading did not amplify the damage on a drywall partition over the damage observed from the quasi-static test. Damage-repair cost relationships show that the repair cost reaches almost the initial cost under 2% radian interstorey drift. Copyright (C) 2006 John Wiley & Sons, Ltd.
  • Masayoshi Nakashima; Tomohiro Matsumiya; Keiichiro Suita; Feng Zhou
    JOURNAL OF STRUCTURAL ENGINEERING-ASCE 133 2 297 - 304 2007年02月 [査読有り]
     
    This paper presents an experimental study on a steel moment frame with reinforced concrete (RC) floor slab that was subjected to horizontal cyclic loading leading to very large deformations. The primary objective of this test was to examine the interaction (composite action) between the steel beam and the RC floor slab. The steel beam moment capacity increased about 1.5 times in positive bending with the presence of the RC floor slab. During small beam rotations of 0.002-0.003 rad, the beam strength increased 1.2-1.4 times in negative loading, but composite action did not affect the negative beam moment capacity for larger rotations. The effective width estimated from the slab compressive force approximately equals the column width. Fracture at the bottom flange was notable due to the presence of the slab in the composite beam. Complete separation of the beam-to-column connections was not achieved even at a beam rotation of 0.13 rad, under which the composite connections still possessed bending resistance equal to about 10% of the maximum bending capacity when sustaining positive bending.
  • Taichiro Okazaki; Masayoshi Nakashima; Keiichiro Suita; Tomohiro Matusmiya
    EARTHQUAKE ENGINEERING & STRUCTURAL DYNAMICS 36 1 35 - 53 2007年01月 [査読有り]
     
    Interaction between the external wall cladding and the seismic load resisting frame was examined in a full-scale cyclic loading test of a three-storey steel building structure. The building specimen had Autoclaved Lightweight Concrete (ALC, also designated as Autoclaved Aerated Concrete) panels installed and anchored to the structural frame as external wall cladding, using a standard Japanese method developed following the 1995 Kobe earthquake. ALC panelling is among the most widely used material for claddings in Japan. In the test, the ALC panel cladding contributed little to the stiffness and strength of the overall structure, even under a very large storey drift of 0.04 rad. No visible damage was noted in the ALC panels other than minor cracks and spalling of the bottom of the panels In the first storey. Consequently, in a Japanese steel building with properly installed ALC panel cladding, the structural frame is likely to be little affected by its cladding, and the ALC panels are capable of accommodating the maximum storey drift generally considered in structural design without sustaining discernible damage. Copyright (C) 2006 John Wiley & Sons, Ltd.
  • 軽量鉄骨下地間仕切り壁の耐震・修復性能実証実験
    加登美喜子; 松宮智央; 吹田啓一郎; 松岡祐一; 中島正愛
    第12回日本地震工学シンポジウム 1098 - 1101 日本地震工学会 2006年11月 [査読有り]
  • 松宮智央; 中島正愛; 吹田啓一郎; 劉大偉
    日本建築学会構造系論文集 71 606 203 - 208 日本建築学会 2006年08月 [査読有り]
     
    The bending moment resistance of the column bases decreased seriously during overall drift angle 1/15rad loading, because of the fracture of the anchor bolts in tension side and the crash of concrete placed under the base plates in compression side. The inflection point of first story columns moved to lower by column base moment resistance decreasing and increased the bending moment at the first story column top. In result, local buckling occurred at the first story column top and formulated the first-story collapse mechanism. The first story shear decreased significantly with the increase in story drift angle from 1/20 to 1/8rad, while the second story was unloaded.
  • M Nakashima; T Matsumiya; K Suita; DW Liu
    EARTHQUAKE ENGINEERING & STRUCTURAL DYNAMICS 35 1 3 - 19 2006年01月 [査読有り]
     
    A test on a full-scale model of a three-storey steel moment frame was conducted, with the objectives of acquiring real information about the damage and serious strength deterioration of a steel moment frame under cyclic loading, studying the interaction between the structural frame and non-structural elements, and examining the capacity of numerical analyses commonly used in seismic design to trace the real cyclic behaviour. The outline of the test structure and test program is presented, results on the overall behaviour are given, and correlation between the experimental results and the results of pre-test and post-test numerical analyses is discussed. Pushover analyses conducted prior to the test predicted the elastic stiffness and yield strength very reasonably. With proper adjustment of strain hardening after yielding and composite action, numerical analyses were able to accurately duplicate the cyclic behaviour of the test structure up to a drift angle of 1/25. The analyses could not trace the cyclic behaviour involving larger drifts in which serious strength deterioration occurred due to fracture of beams and anchor bolts and progress of column local buckling. Copyright (c) 2005 John Wiley & Sons, Ltd.
  • 松宮智央; 吹田啓一郎; 中島正愛; 劉大偉; 周鋒; 溝渕裕也
    日本建築学会構造系論文集 70 598 141 - 147 日本建築学会 2005年12月 [査読有り]
     
    The writers conducted a full-scale loading test on a steel moment frame with RC floor slab. The primary objective of this test was to examine the interaction between the steel beam and RC floor slab (composite action). The steel beam strength for positive bending increased about 1.5 times by the presence of RC floor slab. RC floor slab did not affect the beam strength in negative bending. During small beam rotations of 0.002 to 0.003rad however, the beam strength increased 1.2 to 1.4 times even in negative loading. The effective width in reference to the concrete cylinder strength approximately equals the column width, which is much smaller than the effective width stipulated by the AIJ composite code.
  • 松宮智央; 中島正愛; 吹田啓一郎; 佐藤有希
    日本建築学会構造系論文集 70 593 177 - 184 日本建築学会 2005年07月 [査読有り]
     
    This paper presents detailed results on damage sustained by beams of a full-scale three story steel moment frame subjected to large cyclic loading. Intentional connection defects (misalignment and insufficient fusion of welds) were embedded at few beam-to-column connections. Misalignment by 3mm between the diaphragm plate and beam flange caused brittle fracture at a beam rotation of 1/27 rad. Otherwise, effects of small defects on the overall behavior remained minimal. Composite action was observed for the strain distribution along the beam depth and for the increase in bending strength during the positive loading. Effects of composite action, given as the difference between the positive and negative bending moments for the same rotation, increased for larger story drifts. The degree of increase, however, was not as large as that estimated by commonly used effective-width approaches.
  • 松宮智央; 中島正愛; 吹田啓一郎; 劉大偉; 周鋒; 福本直晃
    日本建築学会構造系論文集 69 585 215 - 221 日本建築学会 2004年11月 [査読有り]
     
    This paper presents a study on the calibration of numerical inelastic analyses for the capacity of estimating the elastic stiffness and yield strength of multi-story steel moment frames and of tracing inelastic cyclic behavior of such frames. To this end, a set of test results obtained from a full-scale cyclic loading test applied to a three-story, two span by one span steel moment frame were used as the reference. Pushover analyses using nominal material strength were able to estimate the frame's elastic stiffness and yield strength very reasonably, with the degree of errors not greater than 5%. Analyses for cyclic loading to a drfit angle of 1/25 rad were also very accurate (with errors not greater than 4%) if appropriate values were adopted for strain hardening of individual columns, column-bases, panel-zones, and beams and for increase of strength by floor composite action. The fish-bone (generic frame) model traced the experimental behavior nearly as accurately as the original frame model.
  • スプリットティ接合による鋼構造柱脚の載荷実験
    周鋒; 吹田 啓一郎; 松宮智央; 倉田真宏
    日本建築学会構造系論文集 581 日本建築学会 2004年07月 [査読有り]
  • Test on steel column bases with t-stub connections
    Feng Zhou; Keiichiro Suita; Tomohiro Matsumiya; Masahiro Kurata
    日本建築学会構造系論文集 581 117 - 125 2004年07月 [査読有り]
  • 松宮智央; 吹田啓一郎; 中島正愛; 劉大偉; 井上真木; 竹原創平
    日本建築学会構造系論文集 69 581 135 - 141 日本建築学会 2004年07月 [査読有り]
     
    The writers conducted a full-scale loading test on a three-story steel building structure. To examine the interaction between the structural svstem and exterior finishes (ALC panel) was one of the primary objectives of the project. The ALC panel's connection detail adopted in his study is typical of the post-Kobe Japanese construction. The test showed little damage to the ALC panels. The panels did not affect at all the structural behavior up to the 1/25rad amplitude, and no visible cracks were observed in the panels except for minor cracks and spalling of concrete at the bottom of the panels in the first story.
  • 松宮智央; 中島正愛; 吹田啓一郎; LIU D; ZHOU F; 福本直晃
    日本建築学会構造系論文集 32 14 2267 - 2288 2003年11月 [査読有り]
  • 高力ボルト接合による鉄骨柱脚の力学的挙動
    周鋒; 松宮智央; 倉田真宏; 吹田 啓一郎
    鋼構造年次論文報告集 11 日本鋼構造協会 2003年11月 [査読有り]
  • Strength and deformation capacity of bolted column base connections
    Zhou, Feng; Kurata, Masahiro; Matsumiya, Tomohiro; Suita, Keiichiro
    日本建築学会大会学術講演梗概集(北陸) C-1 711 - 712 2003年
  • 松宮智央; 中島正愛; 浅野幸一郎
    第11回日本地震工学シンポジウム 1387 - 1392 日本地震工学会 2002年11月 [査読有り]
  • 松宮智央; 吹田啓一郎; 中島正愛; LIU Dawei; ZHOU Feng; 溝淵裕也
    日本建築学会構造系論文集 359 1786 1851 - 1867 2001年 [査読有り]

講演・口頭発表等

MISC

共同研究・競争的資金等の研究課題

  • 日本学術振興会：科学研究費助成事業 国際共同研究加速基金(国際共同研究強化(B))
    研究期間 : 2022年10月 -2027年03月 
    代表者 : 長江 拓也; 浅井 竜也; 柏 尚稔; 高橋 典之; 梶原 浩一; 藤原 淳; 岸田 明子; 松宮 智央; 岡崎 太一郎
  • 日本学術振興会：科学研究費助成事業
    研究期間 : 2020年04月 -2024年03月 
    代表者 : 岡崎 太一郎; 松井 良太; 岸田 明子; 松宮 智央; 高橋 典之; 藤原 淳; 長江 拓也
     
    鋼構造建築物の倒壊過程を実験的に解明する研究目的に沿って、国立研究開発法人防災科学技術研究所の大型耐震実験施設で、2020年11月から12月にかけて、縮尺1/2のパイロット試験体による振動台実験を実施した。同研究所の兵庫耐震工学研究センターで、2020年12月に実施された日米共同実験に参加し、次世代型鋼構造システムを開発する研究を推進した。大型耐震実験施設で、2021年12月に、縮尺1/3の4層ラーメン構造の倒壊実験を実施した。一方で、倒壊に至る鋼構造の非線形・動的挙動を追跡するコンピュータ解析技術を確立する研究目的に沿って、数値モデル化技術を種々検討してきた。一連の研究活動で得られた成果は、下記のとおりである。（１）倒壊実験によって、柱や梁が降伏し破断する過程と、損傷と破壊が架構全体に伝播する状況に関する実データを収録できた。（２）複数の実験から得た、鋼構造架構の非線形動的応答に関する実データを、既往の大規模振動台実験のデータと合わせて、数値解析技術の検証を進めてきた。特に、破断を模擬するための現状のモデル化手法では、既往の重層架構実験で観察された、部材破断後の部材力再分配を正しく再現できないことを突き止め、今後の課題を特定した。減衰モデルの選択によって、架構の応答変位や応答加速度が異なることに注目し、定量的な検討を進めた。（３）部材破断の再現方法を含めて、ブレース付鋼構造架構の解析手法に関する知見を蓄積し、現状のブレース付鋼構造架構が保有する耐震性能を検証した。
  • 日本学術振興会：科学研究費助成事業
    研究期間 : 2020年04月 -2023年03月 
    代表者 : 長江 拓也; 梶原 浩一; 岡崎 太一郎; 松宮 智央; 高橋 典之; 藤原 淳; 岸田 明子
     
    本提案では，即時応急危険度判定として，地震被災建物の非構造材の動作に関する計測値分析と，屋内外のビデオ映像に基づく外観損傷や部材変形の画像解析を統合し，構造体の安全性はもとより建物機能の健全性を判定する方法を開発することを目標としている。さらに，判定結果を速やかに周囲に伝達することで，人間避難行動を適切に誘導する判定情報伝達技術の開発までを射程とする。本年度も引き続き，鋼構造架構を準備し，間仕切壁，カーテンウォールの加振実験を実施した。部材角を評価するGyro，表示のLEDの適用性について検証した。判定基準整備の一環として，確率論的性能評価の適用性について検討を重ねた。
  • 日本学術振興会：科学研究費助成事業
    研究期間 : 2017年04月 -2020年03月 
    代表者 : 梶原 浩一; 榎田 竜太; 岡崎 太一郎; 長江 拓也; 高橋 典之; 松宮 智央
     
    将来の大規模地震が発生した際に、普段の生活と経済活動を維持・継続するためには、インフラ構造物の耐震性能の向上に加えて、地震を受けたインフラ建物が速やかに使用できるか否かを判別する必要がある。このために構造ヘルスモニタリングの研究が盛んに進められている。ここでは、建物に具備される外装材の応答をMEMS(micro-electro-mechanical systems)センサで捉え、建物全体の損傷等を推定するモニタリング手法の有効性を検証できた。
  • 日本学術振興会：科学研究費助成事業
    研究期間 : 2017年04月 -2020年03月 
    代表者 : 岡崎 太一郎; 松宮 智央; 高橋 典之; 麻里 哲広; 長江 拓也
     
    鋼構造建築物が、設計想定を超える大地震を受けても倒壊を回避できるか、機能復旧できるかを評価するための基礎データを蓄積し、技術を開発することを目的とした。まず、柱梁接合部の動的載荷実験を実施して、接合部形式の違いや床スラブの存在が、破壊に至るまでの柱梁接合部の耐震性能に与える影響を明らかにした。次いで、こうした梁や柱単体の実験データを精密に再現する数値解析モデルを構築し、このモデルの集合体として構造物全体のモデルを構築することで、地震動を受けた鋼構造建築物に損傷が発生し、損傷が伝播する過程を再現できることを示した。関連して、減衰の数理モデルが地震応答解析に及ぼす影響を、数値実験によって検証した。
  • 日本学術振興会：科学研究費助成事業
    研究期間 : 2016年04月 -2019年03月 
    代表者 : 長江 拓也; 岡崎 太一郎; 高橋 典之; 松宮 智央; 丸山 一平; 梶原 浩一; 御子柴 正; 中澤 博志
     
    建物骨組を部分的に切り出す実験手法に基づき，骨組の超大変形時の弾塑性挙動に関する実験資料を蓄積した。数値解析に向けて，実験結果と対比しつつ，崩壊評価に必要となる数値解析モデルの主要パラメータを特定した。検証後の数値解析モデルを全体骨組に組み込み，地震動種類，地震動強さを多岐に変化させる地震応答解析を通して，全体骨組の崩壊挙動を評価する確率論的手法を例示した。実務への適用性を高める手法として，全体骨組に対して，その振動モード形状を外力分布形状に採用し，固定する条件において，等価高さ位置における変位履歴を地震応答を参照して制御する静的繰り返し載荷解析を提案した。
  • 日本学術振興会：科学研究費助成事業
    研究期間 : 2014年04月 -2017年03月 
    代表者 : 松宮 智央; 岡崎 太一郎; 長江 拓也; 高橋 典之
     
    部材端部の破断性状と骨組の降伏機構が建物の終局限界に及ぼす影響を評価できる性能評価手法構築のための基礎研究として，同一の鉄骨造の柱梁接合部試験体に対して，載荷速度（周期1 Hzと0.01 Hz）を因子とした漸増振幅繰返し載荷実験を実施した。本実験から得られた知見を以下に示す。 (1)載荷速度の違いは，材料強度に影響するほどのひずみ速度の違いをもたらさなかったにも関わらず，多少の挙動の差を生み出した。 (2)動的載荷では，静的載荷と比較してより早期に破断し，塑性変形能力が劣った。高力ボルト摩擦接合における滑りなどが原因で，急速な負荷が溶接欠陥を起点とした亀裂伝播を早めた可能性が考えられる。
  • 日本学術振興会：科学研究費助成事業
    研究期間 : 2013年04月 -2017年03月 
    代表者 : 中島 正愛; 岡崎 太一郎; 松宮 智央; 保木 和明; 倉田 真宏
     
    より高度な耐震構造を構築すべく、本研究では、上部構造と基礎部を緊結させず、大地震に対してはこの界面で滑らせることによって、上部構造に作用する最大せん断力を制御する「直置き型構造物」を提案した。黒鉛潤滑剤を界面に撒くという簡便かつ安価な方法によって、滑り係数として約0.2を確保することができ、また多数回の滑りに対しても安定した滑り係数が保持されることを、一連の振動台実験から明らかにした。また滑りを伴う2自由度系への理論展開と網羅的な時刻歴応答解析から、パルス性の高い地震動に対して上部構造に作用する最大せん断力係数として、滑り係数の2倍が目安になることを導いた。
  • 完全崩壊に至る超大変形繰返し載荷下における建築鋼構造骨組の挙動と残存性能
    科学研究費助成事業：基盤研究 (C)
    研究期間 : 2014年04月 -2017年03月 
    代表者 : 松宮智央
  • 日本学術振興会：科学研究費助成事業
    研究期間 : 2010年04月 -2014年03月 
    代表者 : 中島 正愛; 金尾 伊織; 松宮 智央; 保木 和明
     
    構造工学における動的載荷実験の拡張をめざし，既存の振動台を基本セグメントとし，それに変位や速度を増幅させるセグメント，振動数を増幅させるセグメントを付加することによって，より大きな，変位，速度，加速度応答を可能とする実験システムを開発した．またセグメント上で所定の振動を達成するために必要な振動台入力を，IDCS法や無規範モデルによるMCS法によって同定する方法を提案した．ここで開発した実験システムを用いて，免震化された医療施設における診療機器の応答を再現する実験を実施し，キャスターが取り付く診療機器は，長周期地震動下において極めて顕著な動きを示すことを実証した．
  • 日本学術振興会：科学研究費助成事業
    研究期間 : 2011年 -2012年 
    代表者 : 中島 正愛; 松宮 智央; 保木 和明
     
    免震医療施設内に設置された医療機器・家具の(上下)応答が鉛直動によってどのように増幅されるか,これら応答によって医療機器の機能にどのような不具合が起きうるのかを,実際の医療機器や家具に対する振動台実験と,免震構造における上下応答の増幅特性(床応答特性)に対する解析から検討した.また免震構造の最大床加速度を一般化するために,免震層,上部構造柱部位,上部構造床スラブをそれぞれ 1 自由度とした 3 自由度一般化モデルを構築し,最大地動加速度に対する最大床加速度の増幅率を簡便に求める方法を考案した.

委員歴

  • 日本建築学会   論文抄録委員   建築学会

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