PLASTIC DEFORMATION DEMAND OF SINGLE-STORY STEEL FRAMES WITH BRACES
Author:
Affiliation:
1. Dept. of Architecture and Architectural Engineering, Kyoto Univ.
2. Dept. of Architecture, Osaka Institute of Technology
Publisher
Architectural Institute of Japan
Subject
Building and Construction,Architecture
Link
https://www.jstage.jst.go.jp/article/aijs/83/748/83_891/_pdf
Reference41 articles.
1. 1) Akiyama, H. : Damage Distribution Law of Steel Rigid Frames under Earthquakes, Transactions of the Architectural Institute of Japan, No. 309, pp. 53-59, 1981.11(in Japanese)秋山宏：地震時における鋼構造ラーメン骨組の損傷分布則, 日本建築学会論文報告集, 第309号, pp. 53-59, 1981.11
2. 2) Hasegawa, T. and Yamanouchi, H. : Required Deformation Capacity of Steel Structural Members Based on Damage Distribution in Steel Frames under Strong Earthquake Ground Motions, Journal of Structural and Construction Engineering (Transactions of AIJ), No. 460, pp. 169-177, 1994.6 (in Japanese)長谷川隆, 山内泰之：強震時における中低層鋼構造骨組の損傷分布に基づく部材の必要塑性変形能力, 日本建築学会構造系論文集, 第460号, pp. 169-177, 1994.6
3. 3) Ogawa, K. et al. : Damage Distribution Law in Two Directions of Single-Degree Systems under Strong Ground Motions, Journal of Structural and Construction Engineering (Transactions of AIJ), No. 481, pp. 117-126, 1996.3 (in Japanese)小川厚治, 黒羽啓明, 待鳥賢治：強震をうける1自由度系の正負2方向の損傷分布に関する研究, 日本建築学会構造系論文集, 第481号, pp. 117-126, 1996.3
4. 4) Oh, S., Yamada, S. and Akiyama, H. : Damage Distribution Rule of Weak Beam Type Multi-story Steel Frames Influenced by Stregth and Stiffness Ratios of Beam and Column, Journal of Structural and Construction Engineering (Transactions of AIJ), No. 506, pp. 171-177, 1998.4 (in Japanese)呉相勲, 山田哲, 秋山宏：梁柱耐力比及び剛性比を考慮した梁降伏型鋼構造多層骨組の損傷分布則, 日本建築学会構造系論文集, 第506号, pp. 171-177, 1998.4
5. 5) Ogawa, K. et al. : Ductility Demanded of Members in Steel Moment Frames Sustaining Beam-Hinging Mechanism, Journal of Structural and Construction Engineering (Transactions of AIJ), No. 537, pp. 121-128, 2000.11 (in Japanese)小川厚治, 井上一朗, 中島正愛, 澤泉紳一：梁降伏型鋼構造ラーメン部材の必要塑性変形性能に関する研究, 日本建築学会構造系論文集, 第537号, pp. 121-128, 2000.11
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