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首页> 外文期刊>Bulletin of earthquake engineering >Seismic performance of three-storey full-scale sub-standard reinforced concrete buildings
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Seismic performance of three-storey full-scale sub-standard reinforced concrete buildings

机译：三层全尺寸亚标准钢筋混凝土建筑物的地震性能

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Two three-story full-scale sub-standard reinforced concrete buildings were tested under self-weight and reversed cyclic lateral displacements to examine their behavior during earthquakes. While one of these buildings was a part of an actual existing building (TB1) built in the beginning of 1990's in Istanbul, the other was constructed by the authors as a representative building (TB2) that reflects the most common structural deficiencies of existing building stock in Turkey. Both buildings were constructed with plain bars, low strength concrete and inadequate lateral reinforcement. The differences between these buildings were axial load levels of first story columns, expected location of major structural damages (weak beam-strong column for TB1 and strong beam-weak column for TB2) and connection details of longitudinal bars in columns at the foundation-column interface (continuous for TB1 and lap-spliced with 180A degrees hooks for TB2). Both buildings were pushed and pulled at increasing displacement amplitudes up to near collapse well beyond the life safety performance level. While TB1 was damaged significantly at 1.5 % inter-story drift ratio, TB2 reached near collapse damage at 4.0 % inter-story drift ratio. In this paper, details and test results of these two sub-standard buildings are presented. In addition, the available nonlinear modeling techniques and performance predictions of the Turkish Seismic Design Code (Specification for the buildings to be constructed in disaster areas. Ministry of Public Works and Settlement, Ankara, 2007), ASCE 41-13 (Seismic rehabilitation of existing buildings, ASCE/SEI 41-13. ASCE, Reston, 2014) and Eurocode 8-3 (Eurocode 8: Design of structures for earthquake resistance. Part 3: Assessment and retrofitting of buildings. Comit, Europ,en de Normalisation, Bruxelles, 2005) are compared with the experimental results.
机译：在自我重量和逆转的循环横向位移下测试了两层三层的全尺寸亚标准钢筋混凝土建筑，以检查地震期间的行为。虽然其中一个建筑物是在1990年代初建造的现有建筑（TB1）的一部分，但另一个是由作者作为代表性建筑（TB2）构建的，反映了现有建筑物的最常见的结构缺陷在土耳其。两座建筑都是用普通条形，低强度混凝土和横向加固不足。这些建筑物之间的差异是第一层柱的轴向载荷水平，主要结构损坏的预期位置（TB1的TB1和TB2的强光束柱的弱梁强柱）以及基础柱上柱中的纵向条的连接细节接口（连续的TB1和带180A度的TB2的搭扣）。两座建筑物被推动并拉动越来越多的位移幅度，越来越多的崩溃远远超出了寿命安全性能水平。虽然TB1损坏的余下比率为1.5％，但TB2达到折叠损伤近4.0％的崩溃偏移比。在本文中，提出了这两个副标准建筑物的细节和测试结果。此外，土耳其地震设计规范的可用非线性建模技术和性能预测（灾区建筑规范。公共工程和结算部，ANKARA，2007），ASCE 41-13（现有的地震康复建筑物，asce / sei 41-13。asce，enton，2014）和欧洲峰（Eurocode 8：地震阻力结构的设计。第3部分：建筑物的评估和改造。Comit，Europ，En De Commonization，Bruxelles， 2005）与实验结果进行了比较。

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