房屋建筑毕业设计外文翻译---钢筋混凝土板的拉伸硬化过程分析

《房屋建筑毕业设计外文翻译---钢筋混凝土板的拉伸硬化过程分析》由会员分享，可在线阅读，更多相关《房屋建筑毕业设计外文翻译---钢筋混凝土板的拉伸硬化过程分析（30页珍藏版）》请在毕设资料网上搜索。

1、 毕业设计 (论文 ) 外文翻译 设计（论文）题目： 宁波天合家园某住宅楼 2 号轴框架结构设计与建筑制图 学 院 名 称： 建筑工程学院 专 业： 土木工程 姓 名： 陈绍樑 学 号 09404010421 指 导 教 师： 马永政 、陶海燕 2012 年 12 月 10 日宁波工程学院本科毕业设计（论文） 外文翻译 1 外文原稿 1 Tension Stiffening in Lightly Reinforced Concrete Slabs 1R. Ian Gilbert1 Abstract: The tensile capacity of concrete is usually neg

2、lected when calculating the strength of a reinforced concrete beam or slab, even though concrete continues to carry tensile stress between the cracks due to the transfer of forces from the tensile reinforcement to the concrete through bond. This contribution of the tensile concrete is known as tensi

3、on stiffening and it affects the members stiffness after cracking and hence the deflection of the member and the width of the cracks under service loads. For lightly reinforced members, such as floor slabs, the flexural stiffness of a fully cracked section is many times smaller than that of an uncra

4、cked section, and tension stiffening contributes greatly to the postcracking stiffness. In this paper, the approaches to account for tension stiffening in the ACI, European, and British codes are evaluated critically and predictions are compared with experimental observations. Finally, recommendatio

5、ns are included for modeling tension stiffening in the design of reinforced concrete floor slabs for deflection control. CE Database subject headings: Cracking； Creep； Deflection； Concrete, reinforced； Serviceability； Shrinkage； Concrete slabs. 1Professor of Civil Engineering, School of Civil and En

6、vironmentalEngineering, Univ. of New South Wales, UNSW Sydney, 2052, Australia.Note. Associate Editor: Rob Y. H. Chai. Discussion open untilNovember 1, 2007. Separate discussions must be submitted for individualpapers. To extend the closing date by one month, a written request must be filed with the

7、 ASCE Managing Editor. The manuscript for this technicalnote was submitted for review and possible publication on May 22,2006； approved on December 28, 2006. This technical note is part of the Journal of Structural Engineering, Vol. 133, No. 6, June 1, 2007. 11Professor of Civil Engineering, School

8、of Civil and Environmental Engineering, Univ. of New South Wales, UNSW Sydney, 2052, Australia. 宁波工程学院本科毕业设计（论文） 外文翻译 2 Journal of Structural Engineering, Vol. 133, No. 6, June 1, 2007. 1.Introduction The tensile capacity of concrete is usually neglected when calculatingthe strength of a reinforced

9、concrete beam or slab, eventhough concrete continues to carry tensile stress between thecracks due to the transfer of forces from the tensile reinforcementto the concrete through bond. This contribution of the tensileconcrete is known as tension stiffening, and it affects the membersstiffness after

10、cracking and hence its deflection and thewidth of the cracks. With the advent of high-strength steel reinforcement, reinforcedconcrete slabs usually contain relatively small quantities oftensile reinforcement, often close to the minimum amount permittedby the relevant building code. For such members

11、, the flexuralstiffness of a fully cracked cross section is many times smallerthan that of an uncracked cross section, and tension stiffeningcontributes greatly to the stiffness after cracking. In design, deflectionand crack control at service-load levels are usually thegoverning considerations, and

12、 accurate modeling of the stiffnessafter cracking is required. The most commonly used approach in deflection calculationsinvolves determining an average effective moment of inertia Iefor a cracked member. Several different empirical equations areavailable for Ie, including the well-known equation de

13、veloped byBranson 1965 and recommended in ACI 318 ACI 2005. Othermodels for tension stiffening are included in Eurocode 2 CEN1992 and the British Standard BS 8110 1985. Recently,Bischoff 2005 demonstrated that Bransons equation grossly overestimates thtie average sffness of reinforced concrete membe

14、rscontaining small quantities of steel reinforcement, and heproposed an alternative equation for Ie, which is essentially compatiblewith the Eurocode 2 approach. In this paper, the various approaches for including tensionstiffening in the design of concrete structures, including the ACI318, Eurocode 2, and BS8110 models, are evaluated critically andempirical predictions are compared with measured deflections.Finally, recommendations for modeling tension stiffening instructural design are included.