International Research Journal of Engineering and Technology (IRJET)
e-ISSN: 2395 -0056
Volume: 04 Issue: 05 | May -2017
p-ISSN: 2395-0072
www.irjet.net
Performance of Steel Reinforced Concrete Beam-To-Column Joints Exposed To Fire Aparna M V SCMS School of Engineering and Technology Vidya Nagar, Palissery, Karukutty, Ernakulam - 683 582 ---------------------------------------------------------------------***---------------------------------------------------------------------
Abstract - The study focus on the behaviour of steel-
structural steel section (H shaped) in all four cases and changing the beam internal structural steel (I shaped) according to the dimensions of the column and beam. Lifetime performance of the SRC joints was studied analytically by adopting a loading sequence including initial loading, heating, cooling and post fire loading.
reinforced concrete (SRC) column to SRC beam joints under combined loading and fire, including heating, cooling with constant loads and post fire loading. A finite element analysis (FEA) model was performed to simulate the response of SRC beam-to-column joints in whole loading sequences. Fire exposure study was conducted for four SRC joints in which beam internal I shaped structural steel was changing while keeping the same column internal H shaped structural steel to observe the deformation of the SRC joints during the heating phase is crucial for the development of an efficient and safe structure in fire. The sections were elite according to the crosssectional dimensions of the beam and column. From the four models better model with least deformation was considered for the cooling and post fire phases. The heating time considerably affects the column axial deformation arising in the cooling phase. The influence of heating time was minor for the beam vertical deflection. The increase of the column and beam deflection arising in the cooling stage is much greater than that arising in the heating stage, which reveals the probable failure of the SRC joint in the cooling period.
2.1 Geometric Details
Key Words: SRC joints, Fire resistance, Thermal behaviour, Heating, Cooling, Post fire
Fig -1: Geometric details The height of the SRC column (H), was 3,800 mm, and the lengths of the SRC beam (L) and RC slab (Lslab) were 3,900 and 2,000 mm, respectively, as shown in Figure 1. Top and bottom end plates having a depth of 40 mm and a crosssectional of 500 mm. The width (bslab) and thickness (tslab) of the RC slab were 1000 and 100 mm respectively.
1. INTRODUCTION Steel reinforced concrete (SRC) consists of structural steel sections, reinforcing bars, stirrups and concrete. Such a structural kind combines the advantages of each steel and concrete, and therefore improves the structural performance at each room and elevated temperature. Because the concrete, which has lower heat conduction coefficient, considerably delays and decreases the rise of temperature in the steel sections. The outer concrete acts as a sacrificial coating for the steel section vulnerable to fire. So, it has a high fire resistance compared with conventional steel structures. The SRC structures has high stiffness, strength, excellent seismic-resistant and good fire performance.
Four SRC joints was adopted for the study CB1, CB2, CB3 and CB4 in which standard section ISHB150 was adopted as SRC column internal H shaped structural steel which is same in all four cases. In four SRC beams, I shaped internal structural steel were used. Standard sections ISLB150, ISLB175, ISMB150 and ISMB175 were used as B1, B2, B3 and B4 respectively.
2. FIRE EXPOSURE STUDIES ON DIFFERENT SRC JOINTS Ansys Workbench 15.0 is used to study the behaviour of four SRC column to SRC beam cruciform joints with RC slab exposed to fire. Full-sized joints that is more representative of real constructions was modelled by fixing internal column
Š 2017, IRJET
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Fig -2: Mesh diagram
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