Ultimate Seismic Behavior of Steel Bridge Pier Base-to-Footing Connections and Their Seismic Design

钢桥墩台基连接的极限抗震性能及其抗震设计

• 批准号: 09555144
• 负责人: GOTO Yoshiaki
• 金额: $ 2.94万
• 依托单位: Nagoya Institute of Technology
• 依托单位国家: 日本
• 项目类别: Grant-in-Aid for Scientific Research (B)
• 财政年份: 1997
• 资助国家: 日本
• 起止时间: 1997 至 1998
• 项目状态: 已结题
• 来源: https://kaken.nii.ac.jp/grant/KAKENHI-PROJECT-09555144/
• 关键词: Anchor bolt; seismic design; anchorage; steel bridge peer; component method

The hysteretic behavior of pier base-to-footing connections is examined by carrying out cyclic loading tests on pier base models. Based on this result, hysteretic models for pier base, referred to as "semi-empirical model" and "simplified composite model", are proposed. The semi-empirical model consists of an analytically obtained skeleton curve and experimentally determined hysteresis loops. These hysteretic models are implemented in nonlinear dynamic analysis for steel piers. The validity of the proposed hysteretic pier base models is confirmed by the fact that the nonlinear dynamic analysis with the pier base models can simulate the actual damage patterns of piers and anchor bolts observed in the Kobe earthquake. By using the semi-empirical pier base model, we analytically investigate the effect of pier base restraint on the overall ultimate behavior of steel bridge piers under severe earthquake motions. As a result, it is observed that the strong pier base restraint increases the damage to steel piers, whilst week restraint decreases the damage to piers but increases the damage to anchor bolts. There seems to be an optimum magnitude of pier base restraint that minimizes the maximum response displacements and residual displacements. For the design purpose, we discuss a necessary pier base moment capacity where the damage to pier base will no exceed the damage to steel pier. Furthermore, we examine the applicability of the static analysis based on the Newmark's energy conservation principle as an alternative to the nonlinear dynamic analysis.

通过对桥墩基础模型进行低周反复荷载试验，研究了桥墩基础-基础连接的滞回性能。在此基础上，提出了桥墩基础的滞回模型，即“半经验模型”和“简化组合模型”。半经验模型由一个分析得到的骨架曲线和实验确定的磁滞回线。将这些滞回模型应用于钢桥墩的非线性动力分析。采用该模型进行的非线性动力分析能够模拟科比地震中观测到的桥墩和锚栓的实际破坏形态，验证了所提出的滞回模型的有效性。采用半经验墩底模型，分析研究了强震作用下墩底约束对钢桥墩整体极限性能的影响。结果表明，墩底约束强时，钢桥墩的损伤增大;墩底约束弱时，钢桥墩的损伤减小，但锚栓的损伤增大。墩底约束似乎存在一个最佳值，使最大响应位移和残余位移最小。为了设计的目的，我们讨论了一个必要的桥墩基础的弯矩能力，桥墩基础的损坏不会超过钢桥墩的损坏。此外，我们检查的适用性的静态分析的基础上的Newmark的能量守恒原理作为替代的非线性动力分析。

项目成果

田嶋・半野・藤原・後藤: "鋼製橋脚アンカー部の終局挙動および終局耐力に関する検討" 第2回鋼構造物の非線形解析と耐震設計への応用に関する論文集. 127-134 (1998)

Tajima、Hanno、Fujiwara 和 Goto：“钢桥墩锚杆极限性能和极限强度的研究”第 2 期钢结构非线性分析及其在抗震设计中的应用论文集 127-134 (1998)。

Goto, Y., Kamijo, T., Fujiwara, H., Obata, M.: "Cyclic loading test on steel pier base-to-footing connections with small edge distance" J.Struct.Engrg.JSCE,44A. 1271-1280 (1998)

Goto, Y.、Kamijo, T.、Fujiwara, H.、Obata, M.：“小边缘距离钢桥墩底座到基础连接的循环载荷测试”J.Struct.Engrg.JSCE，44A。

宮下、後藤、藤原、上條: "アンカー部の挙動を考慮した鋼製橋脚の地震時終局挙動の解析" 第2回阪神・淡路大震災に関する学術講演会論文集. 2. 393-400 (1997)

Miyashita，Goto，Fujiwara，Kamijo：“考虑锚固部分性能的地震期间钢桥墩的极限性能分析”第二届阪神淡路大地震学术会议论文集2. 393-400（1997）。 ）

田嶋・半野・藤原・後藤: "単調載荷条件下での矩形断面鋼製橋脚アンカー部の終局挙動とモデル化" 土木学会論文集. No.612/I-46. 297-312 (1999)

Tajima、Hanno、Fujiwara 和 Goto：“单调荷载条件下矩形截面钢墩锚的最终行为和建模”，日本土木工程师协会会刊，第 612/I-46 号（1999 年）。

田嶋・半野・藤原・後藤: "繰り返し荷重下の矩形断面鋼製橋脚アンカー部の終局挙動" 土木学会論文集. No.612/I-46. 313-324 (1999)

Tajima、Hanno、Fujiwara 和 Goto：“循环荷载下矩形截面钢墩锚的最终性能”，日本土木工程师学会论文集，第 612/I-46 号（1999 年）。