考慮梁柱接頭剪力破壞之鋼筋混凝土構架側推分析

目前有關鋼筋混凝土建築物耐震設計或耐震能力之評估多係針對柱、梁與牆等主要構材塑性鉸特性之設定，藉由靜態側推分析(Static Pushover Analysis)或動態歷時分析(Dynamic Time History Analysis)所得成果加以判斷，惟對於梁柱接頭因強度不足而產生剪力破壞的研究則相對缺乏。為展現構件真實受力行為，本文針對鋼筋混凝土構架提出一套可考量梁柱接頭剪力破壞之非線性側推分析流程，其中柱、梁等主要構材塑性鉸之特性係採用宋裕祺等人先前之研究成果加以設定，並以拉壓桿等值斜撐模式來模擬梁柱接頭，斜撐塑性鉸的參數設定則係參考FEMA273、FEMA356與ASCE41等規範之相關規定。本文利用SAP2000與MIDAS GEN進行四座鋼筋混凝土構架結構的非線性側推分析，分析結果與試體反覆載重試驗之容量曲線(Capacity Curve)及破壞機制(Failure Mechanism)順序進行驗證比對，結果顯示本文所研提的方法可不失準確地模擬鋼筋混凝土構架梁柱接頭的破壞行為。

關鍵字

容量曲線；塑性鉸；遲滯迴圈

並列摘要

In the past decade, the study on seismic behavior of reinforced concrete (RC) frame-structure was concentrated on the setting of plastic hinge (PH), i.e. structural nonlinearity, for the main structural members such as column, beam and wall as the necessary inputs of either pushover analysis or time history analysis. However, it can not include the fact of shear failure at the beam-column joint that was ever observed from the seismic damage in recent earthquakes. To study this failure effect, this thesis proposed a simplified structural model with two cross nonlinear struts acting in the diagonal of each beam-column joint and then set up the PH characteristic of the struts, based on the specifications of FEMA 273、FEMA 356 and ASCE-41, in the sofeware of the SAP2000 and the MIDAS GEN. Associated with Sung’s previous study on the PH setting of the main structural members, the pushover analysis can be performed accordingly. For experimental results of rigid-frame structure with shear failure at the beam-column joint were served as the data base for the investigation of the proposed method. It shows that the proposed procedure can give a reasonable analytical result and an insight into the progressive failure sequence of the concerned structure.

並列關鍵字

Capacity curve ； Plastic hinge ； Hesterestic loop

參考文獻

[39] 吳正利，考慮梁柱接頭剪力破壞之建築物耐震能力評估，碩士論文，國立台灣大學土木工程研究所，台北，2007。

[61] 謝侑霖，考慮梁柱接頭剪力破壞之建築物耐震能力分析，碩士論文，國立台灣大學土木工程研究所，台北，2006。

[1] ACI Committee 318, Building code requirements for structural concrete and commentar ACI 318-05/ ACI 318R-05, Farmington Hills, Michigan, U.S.A.：American Concrete Institute, 2005.

[2] ACI-ASCE Committee 352, Recommendations for Design of Beam-Column Joints in Monolithic Reinforced Concrete Structures, ACI 352R-91, Farmington Hills, Michigan,U.S.A.：American Concrete Institute, 1997.

[3] ACI-ASCE Committee 352, Recommendations for Design of Beam-Column Connections in Monolithic Reinforced Concrete Structures, ACI 352R-02, Farmington Hills, Michigan,U.S.A.：American Concrete Institute, 2002.

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考慮梁柱接頭剪力破壞之鋼筋混凝土構架側推分析

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