角田　功太郎SUMIDA Koutarouスミダ　コウタロウ

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プロフィール情報

• 姓

  角田, スミダ

• 名

  功太郎, コウタロウ

研究分野

• 社会基盤（土木・建築・防災）, 建築構造、材料

経歴

• 奈良女子大学

学歴

• 京都大学

Ⅱ．研究活動実績

論文

• 査読無し, 日本語, 日本建築学会構造系論文集, 日本建築学会, 同一の仕様や壁量で構成される木造耐力壁の地震時応答変位のばらつき, 松田 昌洋; 五十田 博; 金子 洋文; 角田 功太郎; 荒木 康弘; 中川 貴文, Even if the houses are built based on the same seismic resistance standards, some are damaged or not, and some may or may not collapse during an earthquake. This difference is considered to be due to the difference in local seismic motion or the target design level, the certainty of construction, the degree of deterioration, and the like. Besides, in wooden constructions, the strength and rigidity of the materials used, the joints, and the shear walls are not constant, so-called variations, which causes a difference in the load-deformation relationship of the layers. It is thought that the above factors cause differences in the response deformation during earthquakes. In this study, we discuss variations in response deformation caused by variations in materials, with the same input seismic motion, building design level, and load capacity. Five or three full-scale box-shaped test specimens manufactured under the same conditions were simultaneously vibrated on the same shake table, and the variation in response displacement was quantitatively clarified. Also, the differences in the metal joints at the ends of the braces and the effects of finishing materials and orthogonal walls on the yield strength were examined. The experiments performed for three different purposes are the A-, B- and C-series shown below (Table 1). The A-series is to examine the variation of the response by simultaneously vibrating 5 test pieces with the uniform wall magnification and construction method on the same shaking table (Fig.1-2, Table2-3). The B-series examines the effect of hardware on the displacement response, using the hardware at the end of the brace with the same wall magnification as a parameter (Fig.8, Table9-10). Finally, the C-series examines the effect of differences in the plane type of hanging walls and frames on the displacement response, as well as the wall magnification (Fig.16-17, Table16-17). As for the shear walls specimens in the A-series, the variation in response displacement up to the maximum load was small, about 7%, but where the maximum load is exceeded or not exceeded, the variation in response displacement was about 28%. For the brace specimens in the B series, the variation in response displacement increased when buckling in the brace and damage at its ends occurred. It is considered that this is influenced by the material strength and the performance of the brace end hardware. These tendencies were suggested in the C-series to be similar with or without lintel or orthogonal walls., 2021年07月30日, 86, 785, 1074, 1083

  DOI
• 英語, JOURNAL OF STRUCTURAL ENGINEERING, Seismic Testing and Analysis of Rocking Motions of Japanese Post-and-Beam Construction, Kotaro Sumida; Takafumi Nakagawa; Hiroshi Isoda, From our investigation of the experimental seismic response of post-and-beam wooden buildings with different column joints, we developed a nonlinear three-dimensional distinct element model that is capable of time-history response analysis. This model succeeded in predicting the seismic response of the column-base, such as rocking behavior, which has been difficult. Four types of full-scale post-and-beam wooden structures with various column-base systems were tested on a shaking table with three ground-motion sequences for each type of structure, and their response and performance were investigated. By comparing the model's predictions with the test results, we confirmed the rocking-tracking accuracy of the analysis program. The numerical model was reasonably able to keep pace with the measured experimental response in terms of load-deformation curves, following uplifts and pull-out behavior as observed at the column bottoms in the shake-table tests. The model was also able to predict maximum response acceleration and global interstory drift within 10% accuracy on average. Considering the large uncertainties associated with seismic-collapse predictions, such as complicated nonlinear behavior in frames and joints, these results encourage researchers and designers to understand how these structures respond to earthquakes and how to analyze these structures. (C) 2020 American Society of Civil Engineers., 2021年02月, 147, 2, 研究論文（学術雑誌）

  DOI
• 英語, JOURNAL OF STRUCTURAL ENGINEERING, Seismic Performance of Three-Story Cross-Laminated Timber Structures in Japan, Xiaolan Zhang; Hiroshi Ishoda; Kotaro Sumida; Yasuhiro Araki; Shoichi Nakashima; Takafumi Nakagawa; Nobuhiko Akiyama, To promote the development of cross-laminated timber (CLT) structures, the Japanese Government Notifications on Structural Design of CLT Buildings (GN 611) was issued in 2016. In GN 611, three types of platform-framing CLT structures were classified in the simple calculation method of Route-1. Compared with a platform-framing structure, which has been clarified in GN 611, a balloon-framing structure is superior in shortening the construction period and reducing the number of CLT panels and metal connectors. To study the seismic properties of balloon-framing CLT structures and develop new structures for a CLT building, four full-scale, 3-story CLT structures were tested under quasistatic cyclic loading: Specimen 1 was a platform-framing structure with narrow wall panels; Specimen 2 was a balloon-framing structure with continuous wall panels; Specimen 3 a was platform-framing structure with wide wall panels; and Specimen 4 was a balloon-framing structure with continuous wall panels and glulam beams. In this study, experiments were conducted, and the seismic performance of the balloon- and platform-framing CLT structures were evaluated and compared. The test results indicated that the seismic properties of Specimens 1, 2, and 3 were similar and that the design method of Specimen 1, as specified in GN 611, was applicable for Specimens 2 and 3. Specimen 4 exhibited higher lateral load resistance than the other three specimens. The performance of Specimen 4 depended on the moment-resisting performance of the glulam beam and CLTwall joint. In this case, the moment-resisting performance obtained through the experiment was significantly higher than the predicted performance. (C) 2020 American Society of Civil Engineers., 2021年02月, 147, 2, 研究論文（学術雑誌）

  DOI
• 英語, JOURNAL OF PERFORMANCE OF CONSTRUCTED FACILITIES, Experimental Seismic Response of a Japanese Conventional Wooden House Using 2016 Kumamoto Earthquake Records, Kotaro Sumida; Hiroshi Isoda; Takuro Mori; Kei Tanaka; Solomon Tesfamariam, Immediately after the 2016 Kumamoto earthquake series, a detailed damage assessment of more than 2,500 wooden houses was conducted at Mashiki Town, Kumamoto. Severe structural and nonstructural components damages were observed for buildings designed after the 2000 building standard law. Results of the field investigation were used to identify vulnerable building type, and in October 2017, a full-scale, two-story, Japanese conventional post and beam wood townhouse was tested under the 2016 Kumamoto earthquake series recorded at the KiK-net station. A triaxial shake table testing facility located in Miki City, Japan, was used. The tested building survived the foreshock and mainshock of the Kumamoto earthquake, and the extent of damage reasonably agreed with the result of the survey around the KiK-net station. Results of the experimental tests will help designers and decision makers to understand the seismic response and damage of the test building and come up with mitigation alternatives. (C) 2019 American Society of Civil Engineers., 2019年04月, 33, 2, 研究論文（学術雑誌）

  DOI
• 査読無し, 日本語, 日本地震工学会論文集, 公益社団法人 日本地震工学会, 2016年熊本地震から2年経過した益城町市街地の被災建物の現況調査, 角田 功太郎; 五十田 博; 井上 涼; 森 拓郎; 田中 圭; 佐藤 利昭, 2016年熊本地震において悉皆調査が実施された建物を対象に，2年後の調査を実施した．調査の目的は，被害レベル，建築年，構造種別などと2年後の使用状況の関係を定量化することである．益城町の調査範囲において，約半数が現存しないことがわかった．加えて，当然ではあるが，被災した建物の建築年が新しいほど，あるいは被災した住宅の被害レベルが低いほど，継続的に使用されている割合が高かった．また，継続使用されている建物であっても，そのうちの37%には補修が施されており，外観調査上は無被害と判定された建物でも補修されている例も多くみられた．建替え後の構造は84%が木造であり，階数は平屋建てが最も多く，71%を占めていた．, 2019年, 19, 1, 1_21, 1_33

  DOI
• その他, WCTE 2018 - World Conference on Timber Engineering, Experimental seismic response of a full-scale Japanese conventional wooden post and beam building, Kotaro Sumida; Hiroshi Isoda; Masahiro Matsuda; Kokoro Yoshida, A full-scale, two-story, Japanese conventional wooden house built in post and beam construction was tested on a triaxial shake table. The main objective of this experimental study was to investigate the dynamic characteristic and the seismic performance of the test building under various base input intensities. The building performed excellently with little damage even following the five major earthquakes recorded in Japan. We identified the good correlation of the overall inter-story drift with damage observed on some panels of the test building., 2018年, 研究論文（国際会議プロシーディングス）

MISC

• 日本語, NPO木の建築 / 木の建築フォラム 編, 木造住宅の地震時ロッキング挙動と損傷低減効果, 角田 功太郎, 2022年10月, 55, 44, 47
• 日本語, 構造III, 日本建築学会, 22152 CLT連層耐震壁とダンパーで構成される耐震システムの静加力実験 その1 実験概要と破壊性状, 角田 功太郎; 衣笠 大樹; 森 拓郎; 中川 貴文; 荒木 康弘; 中島 昌一; 北守 顕久; 五十田 博, 2020年09月, 2020, 303, 304
• 日本語, 構造III, 日本建築学会, 22153 CLT連層耐震壁とダンパーで構成される耐震システムの静加力実験 その2 各部設計および事前解析と実験結果の比較, 衣笠 大樹; 角田 功太郎; 森 拓郎; 中川 貴文; 荒木 康弘; 中島 昌一; 北守 顕久; 五十田 博, 2020年09月, 2020, 305, 306
• 日本語, 構造III, 日本建築学会, 22213 CLT 壁勝ち工法の実大5 層静加力実験, 荒木 康弘; 中島 昌一; 秋山 信彦; 衣笠 大樹; 角田 功太郎; 五十田 博, 2020年09月, 2020, 425, 426
• 日本語, 構造III, 日本建築学会, 22224 大地震後の継続使用を想定した木造住宅の要求耐震性能, 井上 涼; 森 拓郎; 角田 功太郎; 田中 圭; 五十田 博, 2020年09月, 2020, 447, 448
• 日本語, 構造III, 日本建築学会, 22217 2016年熊本地震で倒壊した木造住宅の挙動追跡, 難波 宗功; 角田 功太郎; 中川 貴文; 五十田 博, 2020年09月, 2020, 433, 434
• 日本語, 日本建築学会中国支部研究報告集 = Proceedings of annual research meeting, Chugoku Chapter, Architectureal Institute of Japan (AIJ) / 日本建築学会中国支部 編, 日本建築学会中国支部, 地震後の継続使用を想定した戸建木造住宅の必要耐震性能—Seismic performance requirement of conventional wooden houses for continued use after earthquake, 井上 涼; 森 拓郎; 角田 功太郎; 田中 圭; 五十田 博, 2020年, 43, 209, 212
• 日本語, BELCA news, ロングライフビル推進協会, 大地震後の継続使用を可能とする木造住宅の耐震性能—建築物のロングライフ化に資する支援対象研究, 角田 功太郎, 2019年10月, 31, 169, 48, 59
• 日本語, 構造III, 日本建築学会, 22191 2016年熊本地震の被害を受けた益城町中心部の2年後の現況調査 震源断層からの距離と建物状況の関係および多変量解析による検討, 桑原 葵; 中辻 英子; 角田 功太郎; 井上 涼; 田中 圭; 森 拓郎; 佐藤 利昭; 五十田 博, 2019年07月20日, 2019, 381, 382
• 日本語, 構造III, 日本建築学会, 22178 Full Scale 3-story Static Loading Tests of CLT Construction with Platform Framing and Balloon Framing Part Ⅱ: Experimental Results and Comparison with Shake Table Test, 張 暁蘭; 荒木 康弘; 角田 功太郎; 中島 昌一; 五十田 博; 中川 貴文; 秋山 信彦, 2019年07月20日, 2019, 355, 356
• 日本語, 構造III, 日本建築学会, 22177 CLT壁勝ち工法と床勝ち工法の実大3層静加力実験 その1 試験体概要と実験結果の破壊性状, 荒木 康弘; ZHANG Xiaolan; 角田 功太郎; 中島 昌一; 五十田 博; 中川 貴文; 秋山 信彦, 2019年07月20日, 2019, 353, 354
• 日本語, 構造III, 日本建築学会, 22207 壁の置き換えにより高耐震化を図った木造住宅の地震時応答, 角田 功太郎; 中川 貴文; 五十田 博, 2019年07月20日, 2019, 413, 414
• 日本語, 日本建築学会九州支部研究報告集, 日本建築学会, 2016年熊本地震における益城町の悉皆調査結果の分析および考察 （その２）多変量解析による全壊要因の分析Ⅱおよび現況調査の分析と考察, 桑原 葵; 中辻 英子; 田中 圭; 井上 涼; 森 拓郎; 角田 功太郎; 五十田 博; 佐藤 利昭, 2019年03月, 58, 593, 596
• 日本語, 構造III, 日本建築学会, 22016 大地震後の継続利用を可能にする高耐力木造住宅の振動台実験, 吉田 意; 五十田 博; 金子 洋文; 松田 昌洋; 角田 功太郎, 2018年07月20日, 2018, 31, 32
• 日本語, 構造III, 日本建築学会, 22018 耐震等級の異なる木造住宅の地震時応答と損傷度合いの差異に関する研究 その2 耐震等級3、5住宅試験体の比較, 井上 涼; 角田 功太郎; 森 拓郎; 五十田 博, 2018年07月20日, 2018, 35, 36
• 日本語, 構造III, 日本建築学会, 22017 耐震等級の異なる木造住宅の地震時応答と損傷度合いの差異に関する研究 その1 耐震等級1、3住宅試験体の比較, 角田 功太郎; 井上 涼; 森 拓郎; 五十田 博, 2018年07月20日, 2018, 33, 34
• 日本語, 日本建築学会中国支部研究報告集 = Proceedings of annual research meeting, Chugoku Chapter, Architectureal Institute of Japan (AIJ) / 日本建築学会中国支部 編, 日本建築学会中国支部, 耐震等級の異なる木造住宅の耐震性能と損傷度合いの差異に関する研究—Comparison with seismic performance and damage using different seismic grade conventional wooden house, 井上 涼; 森 拓郎; 五十田 博; 角田 功太郎, 2018年03月, 41, 85, 88
• 日本語, 構造III, 日本建築学会, 22213 継続使用を目的とした木造住宅の2016年熊本地震に対する応答性状, 角田 功太郎; 五十田 博, 2017年07月20日, 2017, 425, 426