Flexural performance of fire damaged and rehabilitated two span reinforced concrete slabs and beams

Yu, Jiangtao; Liu, Yuan; Lu, Zixing; Xiang, Kai

doi:10.12989/sem.2012.42.6.799

Cited by 8 publications

(3 citation statements)

References 8 publications

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“…The test results show that the total deflection/span length ratio (d/l) is about 1/43-1/12 at high temperature. The number of studies of multi-span elements [28,29], elements with a heated compression zone [3,28] or exposed to high temperature on all sides simultaneously [26] is limited.…”

Section: Introductionmentioning

confidence: 99%

Thermal Bowing of Reinforced Concrete Elements Exposed to Non-Uniform Heating

Kowalski

Głowacki

Wróblewska

2018

Archives of Civil Engineering

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The paper presents the test description and results of thermal bowing of RC beams exposed to non-uniform heating at high temperature. Bending of a non-uniformly heated element is caused by free thermal elongation of the material it is made of. The higher the temperature gradient, the greater the bending. In the case when an element is exposed to load and high temperature simultaneously, apart from free bending also deformation of the RC element may occur, which is caused by the decrease of the concrete or reinforcing steel mechanical properties. In order to examine the contribution of the deflection caused by thermal bowing to the total deformation of the bent element with a heated tension zone, an experimental study of freely heated (unloaded) beams was performed. RC beams were heated: (1) on three sides of the cross-section or (2) only on the bottom side. Deflection of elements loaded by a substitute temperature gradient was calculated using the Maxwell–Mohr formula. The test results show that deflection of freely heated RC beams (caused by the thermal bowing phenomenon) can be 10 to 20% of the total deflection of loaded RC beams with a heated tension zone.

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Section: Introductionmentioning

confidence: 99%

Thermal Bowing of Reinforced Concrete Elements Exposed to Non-Uniform Heating

Kowalski

Głowacki

Wróblewska

2018

Archives of Civil Engineering

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“…It was found that CFRP retrofitting could restore the axial strength and ductility, but could not fully restore the axial stiffness of columns suffering from a combination of fire and axial compression. For heat-damaged RC beams, the strength of external-bonded CFRP (EB-CFRP) could reach and even exceed that of the reference RC specimen [16][17][18]. But an issue existed in that most of the failure modes of EB-CFRP prematurely debonded rather than the fracture of CFRP itself [19][20][21].…”

Section: Introductionmentioning

confidence: 99%

Bonded Behavior of Hybrid-Bonded CFRP to Heat-Damaged Concrete Interface

Liu,

Wang,

et al. 2023

Buildings

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The reliable bond of CFRP to heat-damaged concrete is fundamental to ensuring cooperative working when the CFRP is applied for strengthening fire-damaged concrete structures. In this paper, the bond performance of hybrid-bonded (HB) CFRP to a heat-damaged concrete surface was investigated by using single shear tests. The concrete blocks were initially heat-damaged to temperatures of 100 °C, 200 °C, 300 °C, and 400 °C. The heat-damaged blocks were subsequently bonded with CFRP using the HB technique. The primary experiment parameters were the exposure temperature, the number of mechanical fasteners, and the bonded layers of CFRP. The test results show that the external-bonded (EB) and HB-CFRP joints with concrete exposed to a temperature of 400 °C were prone to fail with concrete shear-tension due to the decreased shear strength of concrete at high temperatures. The EB- and HB-CFRP joints with heat-damaged concrete anchored with no more than three fasteners present a higher bond than the reference joints with unheated concrete, while the HB-CFRP joints anchored with three fasteners provide a decreased bond capacity with the increase in exposure temperature. The utilization rate of single-layer CFRP joints with unheated concrete increased by 57.9%, 139.5%, and 136.8% with the mechanical fasteners in numbers of one, two, and three compared with the reference specimen. Accordingly, the bond capacity increased by 111.8%, 128.4%, and 186.7%. Finally, a model was proposed to estimate the bond strength of HB-CFRP joints with heat-damaged concrete.

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“…Based on the obtained results authors concluded that both polypropylene fiber concrete and air entered concrete perform well. Authors in [14] studied flexural performance of slabs and beams. They used 5 two-span RC slabs and 7 two span RC beams in their study.…”

Section: Introductionmentioning

confidence: 99%

Flexural Strength of Reinforced Concrete RAC Beams Exposed to 6-hour Fire – Part 2: Rich Mix

Buller

Oad

Memon

2019

Eng. Technol. Appl. Sci. Res.

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In this research work, experimental investigation on flexural strength of reinforced concrete beams exposed to fire for 6-hours at the temperature of 1000˚C is presented. The beams are made with 50% replacement of natural coarse aggregates with recyclable concrete aggregates. A total of 12 reinforced concrete beams using 1:1.5:3 mix (rich mix) and 0.54 water-cement ratio were cast. The beams were prepared in two groups. Group 1 beams were prepared with 50% recyclable aggregates, whereas group 2 beams were cast with all-natural aggregates (control specimens). All beams were exposed to fire at the above-mentioned temperature followed by testing in universal load testing machine under central point load. Comparison of the results reveals that proposed beams show comparable resistance even after exposed to 6-hours fire at 1000°C.

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Flexural performance of fire damaged and rehabilitated two span reinforced concrete slabs and beams

Cited by 8 publications

References 8 publications

Thermal Bowing of Reinforced Concrete Elements Exposed to Non-Uniform Heating

Thermal Bowing of Reinforced Concrete Elements Exposed to Non-Uniform Heating

Bonded Behavior of Hybrid-Bonded CFRP to Heat-Damaged Concrete Interface

Flexural Strength of Reinforced Concrete RAC Beams Exposed to 6-hour Fire – Part 2: Rich Mix

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