International Journal of Civil and Structural Engineering Research ISSN 2348-7607 (Online) Vol. 7, Issue 2, pp: (34-38), Month: October 2019 - March 2020, Available at: www.researchpublish.com
Flexible Cladding Connection on SAC 3-Story Building *Faisal Salem Alyamani *(The Public Authority for Applied Education and Training, Kuwait Email:fymn1971@yahoo.com)
Abstract: The paper presents findings from a research done to find if flexible non-linear spring materials help to reduce earthquake forces on SAC (storey steel structures). Tests were run for inelastic and elastic materials on the OpenSees software to find the behaviour of the materials and the difference in simulated and calculated values. Three categories of material that had flexible non-linear spring properties were selected and the tests were run with the El Centro earthquake excitation model. Test results showed that the material Hys 6 absorbed energy of up to 50% and the moments of members did not exceed the max moment. Recommendations are made to further test and study the material for applications. Keywords: Flexible Cladding Connection, SAC 3-Story Building, Earthquake.
I. INTRODUCTION Structural Association of California (SAC) along with Federal Emergency Management has developed certain standard designs for welded steel structural elements of RCC beams and other load-carrying members (SAC, 1994). These standards are developed to resist earthquakes and other seismic activity in the California area, and to make the structures resist earthquakes (Malley, 1998). SAC has released a number of design advisories and test results for structural designers in the California region to follow to design safe structures. SAC-3 refers to designs for a 3-storey building (Behmanesha et al., 2016). This paper presents a study of SAC-3 model. Traditionally, cladding systems for buildings are not loadcarrying members (Goodno, 1992). They are used for aesthetic, temperature retention, as a barrier against rain and snow and other functions, and use as passive earthquake-resistant components is under study (Sivakumaran, 1988). This paper investigates the possibility of using cladding systems to reduce the load on the main structure under seismic loads. The paper will examine if appropriately designed flexible connections between the primary structure and the cladding can provide any advantages to the primary structure and absorb some of the seismic load.
II. ELASTIC AND INELASTIC ANALYSIS According to Sekulovi´ and Danilovi´ (2004), non-elastic components such as concrete move into elastic behaviour when they are stressed beyond the permissible limits. Materials are selected based on their ability to move into the range of elastic behaviour without failing. Therefore, design on non-redundant components such as braces, walls, and columns are done for the elastic state, otherwise the structure will collapse. The load-carrying capacity is determined by the loadcarrying capability and connection flexibility. Li (2010) conducted a simulation using OpenSees software on a SAC-3 building model. OpenSees, an acronym for Open System for Earthquake Engineering Simulation, is a software system developed by researchers at the University of California, Berkeley and helps in carrying out stress leading and design of structures to withstand earthquakes (OpenSees 3, 2019). For the simulation, Li (2010) used inelastic yielding fibre elements, and for non-yielding elements, elastic elements were used. Two-node frame element was considered as an elastic element and it was given six degrees of freedom for each node. This element was taken from the software library. A simple 2-D cantilever I-beam was designed. For the test, the base support was fixed on the left end and a maximum force of 50 kilo pound per square inch (ksi) was applied to the other end until the deflection was 100 inches. The induced moments from the test were noted for the deflection. Next, an inelastic 128-fibre element that had strain hardened was applied with the same test forces and the moments were noted for the deflection (Li, 2010). Graphs of deflection and moments of the inelastic and elastic beams were then drawn and illustrated in Figure 1
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