Australian Journal of Basic and Applied Sciences, 6(12): 341-350, 2012 ISSN 1991-8178 Corresponding Author: Masoud Davari, Dept. of Strength of Materials and Structural Engineering, Universitat Politecnica de Catalunya (UPC) Jordi Girona 1-3, Edifici C1, 08034 Barcelona, Spain Tel: 0034-672839907 E-mail: [email protected] 341 Finite Element Analysis of Precast Concrete Connections under Incremental load 1 Masoud Davari, 2 Mahyar Ramezani, 2 Aliakbar Hayatdavoodi, 2 Mohammad Nazari 1 Departmentof Strength of Materials and Structural Engineering, UniversitatPolitecnica de Catalunya (UPC) Jordi Girona 1-3, Edifici C1, 08034 Barcelona, Spain 2 Department of Civil and Structural Engineering, Faculty of Engineering and Built Environment, Universiti Kebangsaan Malaysia. Abstract: Beam-to-column connections affect the rigidity and strength of the overall precast concrete structures. Even though many experimental researches have been carried out on beam-to-column connections, due to lack of finite element testing which can inhibit further improvement on the beam- to-column connections, there is a need to study and explore the behavior of the connection system based on finite element data is quite limited Therefore, in this research, an idealization to test through finite element method was formed. The test was to study the performance of beam-to-column with different type of connections in precast concrete frames. A total of 4 specimens were modeled and analyzed to study the connection behavior involving load-displacement relationship, under static incremental load. In this research, some modifications were introduced to the specimens and then connection behavior of various beam-column connections were investigated Key words: Precast concrete frame, Pinned Beam-to-column Connect ion, Finite element method INTRODUCTION Precast concrete construction have been getting popular and being widely applied in construction industry today (Ahmad BaharuddinAbd. Rahman and Dennis Chan Paul Leong, 2006). The most important advantage of using precast is the opportunity to achieve consistently end products. In recent years, the increasing shortage of skilled workers in Malaysia has lowered the standard of workmanship in many projects. In precast construction, factory controlled conditions will enable the desired quality, dimension, and colournd texture of precast concrete to be easily achieved (Construction Industry Development Board. 1997). The history of precast concrete dates back to few decades ago in which several factors such as rising steel costs, material shortages during the Korean conflict, the expanded highway construction program, and the development of mass production methods to minimize labor costs have all been factors leading to the use of precast concrete in United States (Sheppard and Philips, 1989). The first precast concrete skeletal frame in United Kingdom was Weaver’s Mill in Swansea which was constructed in 1897-98 (Elliot K.S ,et al...,1998). The success of precast concrete buildings depends on the connections of the components in particularly beam-to-column connections. Furthermore, the behavior and failure mode of the connection in precast concrete is often difficult to predict due to various types of joint and modifications in connection. Therefore, more research works need to be done and there is lacking of finite element data and analytical proof accounts to determine the behaviour of the ductile connection in precast concrete. The behaviour of the connection can only be properly assessed by finite element method. Simulation of Connections: This study involved a total of four specimens which have been tested in the laboratory using experimental test by Ahmad Baharuddin and Dennis Chan (Ahmad BaharuddinAbd. Rahman and Dennis Chan Paul Leong, 2006) . Each specimen basically consisted of a precast beam of 200 x 300 mm cross-section with 1000 mm in length. The column size was 200 x 200 mm cross-section and 2000 mm in total height, with a corbel of 200 mm wide and 220 mm in height. Specimen 1 was a simple connection with 16 mm diameter dowel bar projecting from corbel in the precast column. The precast beam was inserted into the projecting dowel and supported by a bearing pad with dimension of 150 x 80 x 10 mm. While for specimen 2 an additional top fixing angle cleat of 150 x 90 x 10 mm thick and 80 mm wide was placed on top of the precast beam. The projecting dowel bar was bolted through the seating angle cleat. A 16 mm diameter threaded bolt was then inserted to the seating cleat to pass through the column, bolted with 80 x 80 x 10 mm thick steel plate located at other end. Similarly with specimen 2, specimen 3 was connected using the same method, except the angle cleat of 150 x 90 x 10 mm thick and 80 mm wide and stiffened by single bolt of 16 mm diameter. Specimen 4 was modeled with stiffened angle cleat of 150 x 90 x 10 mm thick and 150 mm wide. The connection involved the bolting of two 16 mm diameter threaded bolts which passed through the column. Table 1 shows the detail of all reinforcement used in precast beams, columns and corbels. The concrete strength used was 40 N/mm2 in 28
Finite Element Analysis of Precast Concrete Connections under Incremental load
Jun 18, 2023
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