土木工程外文翻译---钢筋混凝土填充框架结构对拆除两个相邻的柱的响应

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1、 本科毕业设计 外文文献及译文 文献、资料题目： A comparative study of various commercially available programs in slope stability analysis 文献、资料来源： Computers and Geotechnics 文献、资料发表（出版）日期： 2008.8.9 院 （部）： 专 业： 班 级： 姓 名： 学 号： 指导教师： 翻译日期： 山东建筑大学毕业设计外文文献及翻译 - 1 - 附件一，外文翻译原文及译文 1，文献原文： Response of a reinforced concrete infill

2、ed-frame structure to removal of two adjacent columns Mehrdad Sasani_ Northeastern University, 400 Snell Engineering Center, Boston, MA 02115, United States Received 27 June 2007； received in revised form 26 December 2007； accepted 24 January 2008 Available online 19 March 2008 Abstract The response

3、 of Hotel San Diego, a six-story reinforced concrete infilled-frame structure, is evaluated following the simultaneous removal of two adjacent exterior columns. Analytical models of the structure using the Finite Element Method as well as the Applied Element Method are used to calculate global and l

4、ocal deformations. The analytical results show good agreement with experimental data. The structure resisted progressive collapse with a measured maximum vertical displacement of only one quarter of an inch (6.4 mm). Deformation propagation over the height of the structure and the dynamic load redis

5、tribution following the column removal are experimentally and analytically evaluated and described. The difference between axial and flexural wave propagations is discussed. Three-dimensional Vierendeel (frame) action of the transverse and longitudinal frames with the participation of infill walls i

6、s identified as the major mechanism for redistribution of loads in the structure. The effects of two potential brittle modes of failure (fracture of beam sections without tensile reinforcement and reinforcing bar pull out) are described. The response of the structure due to additional gravity loads

7、and in the absence of infill walls is analytically evaluated. c 2008 Elsevier Ltd. All rights reserved. Keywords: Progressive collapse； Load redistribution； Load resistance； Dynamic response； Nonlinear analysis； Brittle failure 1. Introduction As part of mitigation programs to reduce the likelihood

8、of mass casualties following local damage in structures, the General Services Administration 1 and the Department of Defense 2 developed regulations to evaluate progressive collapse resistance of structures. ASCE/SEI 7 3 defines progressive collapse as the spread of an initial local failure from ele

9、ment to element eventually resulting in collapse of an entire structure or a disproportionately large part of it. Following the approaches proposed by Ellingwood and Leyendecker 4, ASCE/SEI 7 3 defines two general methods for structural design of buildings to mitigate damage due to progressive colla

10、pse: indirect and direct design methods. General 山东建筑大学毕业设计外文文献及翻译 - 2 - building codes and standards 3,5 use indirect design by increasing overall integrity of structures. Indirect design is also used in DOD 2. Although the indirect design method can reduce the risk of progressive collapse 6,7 esti

11、mation ofpost-failure performance of structures designed based on such a method is not readily possible. One approach based on direct design methods to evaluate progressive collapse of structures is to study the effects of instantaneous removal of load-bearing elements, such as columns. GSA 1 and DO

12、D 2 regulations require removal of one load bearing element. These regulations are meant to evaluate general integrity of structures and their capacity of redistributing the loads following severe damage to only one element. While such an approach provides insight as to the extent to which the struc

13、tures are susceptible to progressive collapse, in reality, the initial damage can affect more than just one column. In this study, using analytical results that are verified against experimental data, the progressive collapse resistance of the Hotel San Diego is evaluated, following the simultaneous

14、 explosion (sudden removal) of two adjacent columns, one of which was a corner column. In order to explode the columns, explosives were inserted into predrilled holes in the columns. The columns were then well wrapped with a few layers of protective materials. Therefore, neither air blast nor flying fragments affected the structure. 2. Building characteristics