Performance of fixed beam without interacting bars

doi:10.1007/s11709-020-0661-0

Front. Struct. Civ. Eng.

2020, Vol. 14

Issue (5) : 1180-1195 https://doi.org/10.1007/s11709-020-0661-0

RESEARCH ARTICLE

Performance of fixed beam without interacting bars

Aydin SHISHEGARAN¹, Behnam KARAMI², Timon RABCZUK^3,⁴(

), Arshia SHISHEGARAN⁵, Mohammad Ali NAGHSH⁶, Mohammreza MOHAMMAD KHANI¹

¹. School of Civil Engineering, Iran University of Science and Technology, Tehran 13114-16846, Iran
². International Institute of Earthquake Engineering and Seismology, Tehran 19537-14453, Iran
³. Division of Computational Mechanics, Ton Duc Thang University, Ho Chi Minh City, Vietnam
⁴. Faculty of Civil Engineering, Ton Duc Thang University, Ho Chi Minh City, Vietnam
⁵. School of Civil engineering, Islamic Azad University, Tehran 1987745815, Iran
⁶. School of Civil Engineering, Isfahan University of Technology, Isfahan 8415683111, Iran

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Abstract

Increasing the bending capacity of reinforced concrete (RC) elements is one of important topics in structure engineering. The goal of this study is to develop a transferred stress system (TSS) on longitudinal reinforcement bars for increasing the bending capacity of RC frames. The study is divided into two parts, i.e., experimental tests and nonlinear FE analysis. The experiments were carried out to determine the load-deflection curves and crack patterns of the ordinary and TSS fixed frame. The FE models were developed for simulating the fixed frames. The obtained load-deflection results and the observed cracks from the FE analysis and experimental tests are compared to evaluate the validation of the FE nonlinear models. Based on the validated FE models, the stress distribution on the ordinary and TSS bars were evaluated. We found the load carrying capacity and ductility of TSS fixed beam are 29.39% and 23.69% higher compared to those of the ordinary fixed beams. The crack expansion occurs on the ordinary fixed beam, although there are several crack openings at mid-span of the TSS fixed beam. The crack distribution was changed in the TSS fixed frame. The TSS fixed beam is proposed to employ in RC frame instead of ordinary RC beam for improving the performance of RC frame.

Keywords transferred stress system bending capacity crack opening crack propagation FE nonlinear model stress distribution

Corresponding Author(s): Timon RABCZUK

Just Accepted Date: 25 August 2020 Online First Date: 20 October 2020 Issue Date: 16 November 2020

Cite this article:

Aydin SHISHEGARAN,Behnam KARAMI,Timon RABCZUK, et al. Performance of fixed beam without interacting bars[J]. Front. Struct. Civ. Eng., 2020, 14(5): 1180-1195.

URL:

http://journal.hep.com.cn/fsce/EN/10.1007/s11709-020-0661-0
http://journal.hep.com.cn/fsce/EN/Y2020/V14/I5/1180

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	Aydin SHISHEGARAN
	Behnam KARAMI
	Timon RABCZUK
	Arshia SHISHEGARAN
	Mohammad Ali NAGHSH
	Mohammreza MOHAMMAD KHANI

Fig.1 The considered RC frame. (a) The applied static load to the RC fixed frame; (b) the moment diagram and deformed shape of the RC fixed frame; (c) the divided section of the RC frame; (d) the moment and axial force of the divided frame (the fixed beam with two short columns).

Fig.2 The fixed Ordinary frame. (a) Detail of the ordinary fixed frame (unit: cm); (b) the sections of beam and columns.

Fig.3 Detail of the fixed TSS frame (unit: cm).

Fig.4 Justifying and proving the hypothesis of this study. (a) The stress distribution on the TSS longitudinal bar; (b) the stress distribution on ordinary longitudinal bar; (c) presenting superposition for justifying TSS method.

Fig.5 Flowchart for carrying out this study.

Fig.6 Stress-strain test of steel bar. (a) Dimensional geometry of the prepared steel bar for extend meter test; (b) extend meter test for prepared steel bar.

Fig.7 The detail of experimental samples. (a) The longitudinal reinforcement bars and molding the ordinary fixed frame; (b) the longitudinal reinforcement bars of TSS fixed frame; (c) molding the sample; (d) the schematic of test setup; (e) the actual test setup.

Fig.8 The behavior of concrete under (a) uniaxial loading in tension and (b) compression.

Tab.1 Yield parameters of steel bars

Fig.9 The considered behavior for steel bar and the obtained results of behavior of streel bar from experimental test.

dilation angle, $ψ (∘)$	plastic potential eccentricity, $ε$	stress ratio, $σ b 0 / σ c 0$	shape of the yielding surface, $K c$	viscosity parameter, $μ$
31	0.1	1.16	0.667	0.0001

Tab.2 The considered plasticity parameters in the CDP model

Tab.3 The considered compressive behavior for concrete

Tab.4 The considered tensile behavior for concrete

Fig.10 A schematic for FE nonlinear model.

Fig.11 Connecting beam element to solid element using the coupling constraint method for simulating no interaction parts of TSS steel bars.

Fig.12 Load- deflection results of ordinary beam and TSS beam. (a) The obtained load-deflection performance of ordinary fixed beam from tests and FE nonlinear analyses; (b) the obtained load-deflection performance of the TSS fixed beam from tests and FE nonlinear analyses.

Fig.13 The crack expansion in each sample. (a) The crack expansion on the ordinary fixed frame; (b) the cracks expansion on the md-span of the TSS fixed frame; (c) the crack openings on the mid-span of the TSS fixed frame.

Fig.14 The crack expansion in each sample. (a) The cracked ordinary fixed frame; (b) the cracked TSS fixed beam.

Fig.15 The stress of longitudinal reinforcement bars. (a) The distributed stress of the longitudinal reinforcement bars of the ordinary fixed frame; (b) the distributed stress of the longitudinal reinforcement bars of the TSS fixed frame.

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