Post-fire Seismic Behavior of RC Columns Built with Sustainable Concrete

Demir, Uğur; Unal, Goktug; Göksu, Çağlar; Saribas, Ilyas; İlki, Alper

doi:10.1080/13632469.2021.1927897

Cited by 9 publications

(3 citation statements)

References 39 publications

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“…Ductility. The deformation capacity of a component is its ductility, which is often represented by the ductility coefficient, which is described this way [36][37][38][39] :…”

Section: Resultsmentioning

confidence: 99%

Seismic performance of steel-reinforced concrete-filled rectangular steel tubes after exposure to non-uniform fire

Han

Bao

2023

Sci Rep

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In actual engineering, non-uniform fire boundary circumstances including single-sided fire, neighboring or related two-sided fire, and three-sided fire, are created due to the varying placements of the columns. In this paper, the seismic performance of SRCFST members subjected to non-uniform fire was investigated by the method of finite element simulation. First of all, the P-Δ curve, ductility coefficient, stiffness, and energy dissipation of the members following non-uniform fire were investigated. As the number of fire surfaces decreases, the maximum overfire temperature at the center of the section decreases, damage decreases, stiffness degradation decreases, and energy dissipation capacity increases. Next, the load distribution of each component in the SRCFST member was calculated using a three-sided fire as an example, the results show that steel tubes play the most dominant role in the seismic performance after fire, followed by steel sections and concrete the least. Last, a parametric study of the key variables influencing the ductility coefficient was carried out.

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“…Ductility. The deformation capacity of a component is its ductility, which is often represented by the ductility coefficient, which is described this way [36][37][38][39] :…”

Section: Resultsmentioning

confidence: 99%

Seismic performance of steel-reinforced concrete-filled rectangular steel tubes after exposure to non-uniform fire

Han

Bao

2023

Sci Rep

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“…Higher stiffness degradation and considerably lower ductility and dissipated energy were also observed in the fire-exposed frames. Demir et al investigated the residual cyclic behaviour of flexure-critical columns made of normal strength concrete [22] and recycled aggregate concrete [34] after exposure to 30, 60 and 90 minutes of the ISO 834 standard fire. They also observed increasing reductions in the lateral load capacity, flexural stiffness and energy dissipation capacity of the columns with increasing fire durations, although the ductility factors were in all cases greater than 3.5 and considered satisfactory.…”

Section: Residual Cyclic Behaviour Of Columns After Fire Exposurementioning

confidence: 99%

Cyclic behaviour of as-built and strengthened existing reinforced concrete columns previously damaged by fire

Melo

Triantafyllidis

Rush

et al. 2022

Engineering Structures

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“…Concrete structures may experience short-term exposure to high temperatures, such as fire disaster, during their service life. This draws attention to investigating the residual load-carrying capacities of fire-damaged concrete elements in order to make decisions on future repair or strengthening actions to ensure safety [1][2][3][4][5]. Some research efforts carried out so far on this topic are outlined in the following.…”

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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Post-fire Seismic Behavior of RC Columns Built with Sustainable Concrete

Cited by 9 publications

References 39 publications

Seismic performance of steel-reinforced concrete-filled rectangular steel tubes after exposure to non-uniform fire

Seismic performance of steel-reinforced concrete-filled rectangular steel tubes after exposure to non-uniform fire

Cyclic behaviour of as-built and strengthened existing reinforced concrete columns previously damaged by fire

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

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