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.

通过在码头底座模型上进行循环加载测试，可以检查码头底座连接的滞后行为。基于此结果，提出了码头底座的滞后模型，称为“半经验模型”和“简化的复合模型”。半经验模型由分析获得的骨骼曲线和实验确定的磁滞回路组成。这些滞后模型是在钢墩的非线性动态分析中实现的。通过以下事实证实了所提出的滞后码头底座模型的有效性，即使用码头底座模型的非线性动态分析可以模拟在科比地震中观察到的码头和锚螺栓的实际损伤模式。通过使用半经验码头底座模型，我们分析研究了码头底座约束对严重地震运动下钢桥墩的总体最终行为的影响。结果，观察到，强码头底座约束会增加对钢墩的损害，而周的约束则减少了对墩的损坏，但会增加对锚固螺栓的损坏。似乎有最佳的码头底座约束，可以最大程度地减少最大响应位移和残留位移。为了设计目的，我们讨论了必要的码头基准力矩容量，在该容量中，对码头底座的损坏不会超过对钢码头的损坏。此外，我们基于NEWMARK的能源保护原理来研究静态分析的适用性，以替代非线性动态分析。

项目成果

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）。 ）

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。

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)。

Tashima, H., Hanno, H., Fujiwara, H., Goto, Y.: "Ultimate behavior and modeling of rectangular steel pier base-to-footing connections under cyclic load" Proc.of JSCE. I-46. 313-324 (1999)

Tashima, H.、Hanno, H.、Fujiwara, H.、Goto, Y.：“循环载荷下矩形钢桥墩底座到基础连接的最终行为和建模”Proc.of JSCE。

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）。