Punching Shear Strength of Steel Fiber Reinforced Concrete Flat Plates

Shaaban, A.; Gesund, Hans

doi:10.14359/4145

Cited by 11 publications

(8 citation statements)

References 11 publications

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“…Tabela C.3 -Tabela de dados: Função logarítmica. 1,00 66,20 6,00 1,38% 10,00 0,548 1,000 Narayanan, Darwish (1987) S6 1,25 66,30 6,00 1,38% 10,00 0,548 1,016 Narayanan, Darwish (1987) S7 1,00 58,70 6,00 1,20% 10,00 0,319 1,000 Narayanan, Darwish (1987) S8 1,00 56,60 6,00 1,56% 10,00 0,319 1,113 Narayanan, Darwish (1987) S9 1,00 54,40 6,00 1,72% 10,00 0,319 1,093 Narayanan, Darwish (1987) S10 1,00 59,50 6,00 1,90% 10,00 0,319 1,046 Narayanan, Darwish (1987) S11 1,00 37,20 6,00 1,38% 10,00 0,132 1,120 Narayanan, Darwish (1987) S12 1,00 40,50 6,00 1,38% 10,00 0,208 1,064 Theodorakopoulos, Swamy (1993) FS-2 0,50 42,50 12,50 0,42% 15,00 0,208 1,346 Theodorakopoulos, Swamy (1993) FS-3 1,00 44,56 12,50 0,42% 15,00 0,208 1,346 Theodorakopoulos, Swamy (1993) FS-4 1,00 46,67 12,50 0,42% 15,00 0,208 1,202 Theodorakopoulos, Swamy (1993) FS-5 1,00 47,50 12,50 0,35% 15,00 0,208 1,121 Theodorakopoulos, Swamy (1993) FS-6 1,00 44 Theodorakopoulos, Swamy (1993) FS-9 1,00 44,50 12,50 0,42% 10,00 0,208 1,321 Theodorakopoulos, Swamy (1993) FS-11 1,00 42,80 12,50 0,42% 20,00 0,208 1,293 Theodorakopoulos, Swamy (1993) FS-12 1,00 45,10 12,50 0,42% 15,00 0,208 1,179 Theodorakopoulos, Swamy (1993) FS-13 1,00 41,85 12,50 0,42% 15,00 0,208 1,309 Theodorakopoulos, Swamy (1993) FS-14 1,00 43,73 12,50 0,42% 15,00 0,208 1,311 Theodorakopoulos, Swamy (1993) FS-15 1,00 39,05 12,50 0,42% 15,00 0,132 1,432 Theodorakopoulos, Swamy (1993) FS-16 1,00 34,90 12,50 0,42% 15,00 0,132 1,423 Theodorakopoulos, Swamy (1993) FS-17 1,00 58,56 12,50 0,42% 15,00 0,319 1,241 Theodorakopoulos, Swamy (1993) FS-18 1,00 17,75 12,50 0,42% 15,00 0,248 1,195 Theodorakopoulos, Swamy (1993) FS-20 1,00 46,30 12,50 0,35% 15,00 0,208 1,205 Shaaban, Gesund (1994) SF2-1 2,00 34,47 8,25 1,15% 6,35 0,132 1,001 Shaaban, Gesund (1994) SF2-2 2,00 37,23 8,25 1,15% 6,35 0,132 1,161 Shaaban, Gesund (1994) SF2-3 2,00 29,64 8,25 1,15% 6,35 0,248 0,705* Shaaban, Gesund (1994) SF3-1 3,10 37,64 8,25 1,15% 6,35 0,132 1,021 Shaaban, Gesund (1994) SF4-1 3,90 46,75 8,25 1,15% 6,35 0,208 1,000 Shaaban, Gesund (1994) SF4-2 3,90 36,54 8,25 1,15% 6,35 0,132 1,060 Shaaban, Gesund (1994) SF6-1 6,10 22,34 8,25 1,15% 6,35 0,248 1,169…”

Section: Função De Ajuste Aplicada Aos Resultados Experimentaismentioning

confidence: 99%

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Proposta para o cálculo de carga de ruptura por punção em lajes de concreto reforçado com fibras de aço

Dantas¹

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Section: Função De Ajuste Aplicada Aos Resultados Experimentaismentioning

confidence: 99%

“…4.1.3. Shaaban, Gesund (1994) Shaaban Para as lajes sem armadura de cisalhamento do tipo pino, é notável o aumento da carga de ruptura de ensaio obtida para lajes com teores de fibras maiores. Este comportamento é evidenciado na série de lajes que possuem resistência à compressão maior (L07, L08, L09).…”

Section: Pesquisas Experimentaisunclassified

Proposta para o cálculo de carga de ruptura por punção em lajes de concreto reforçado com fibras de aço

Dantas¹

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“…Although the use of steel fibres to improve the punching strength in slabs is well reported [38][39][40], literature using synthetic fibres results limited.…”

Section: Shear Strength Of Biaxial Elementsmentioning

confidence: 99%

State-of-the-Art Review of Synthetic Fibres as Shear Reinforcement in Concrete Elements

Navarro‐Gregori¹

2023

hya

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Shear failure is considered one of the most critical modes of failure in concrete structures, especially for those elements without shear reinforcement. In the last sixty years, the research community has shown much interest to solve this problem. In fact, since the 80's years, the use of fibres dispersed in the matrix as shear reinforcement has been explored as an alternative of traditional reinforcement. Several investigations have shown that the addition of fibres in correct proportions, enhances the shear behaviour in concrete elements with and without shear reinforcement. Most of this knowledge has been built using steel fibres. However, macro-synthetic fibres have also been introduced for structural applications in concrete. Some recent publications have reported the success of macro-synthetic fibres to be used as shear reinforcement in structural elements. Within this framework, the present paper aims to review the existing literature about the use of synthetic fibres as shear reinforcement in structural concrete elements.

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“…It was observed that steel fiber-reinforced concrete increased the punching shear resistance by 39%, the deflection was reduced by 36%, and the crack width was decreased by 40%. The addition of steel fibers improved the deformation capacity, modulus of rupture, splitting tensile strength, and toughness index, resulting in the failure [18][19][20]. Tan and Venkateshwaran [21] conducted an experimental study on the punching shear behaviour of SFRC slabs with or without traditional steel bar reinforcement.…”

Section: Steel Fiber Reinforced Flat Platementioning

confidence: 99%

A Material Model Approach on the Deflection and Crack Pattern in Different Panels of the RCC Flat Plate using Finite Element Analysis

Priya

Santhi

2022

Civ Eng J

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Three reinforced cement concrete (RCC) flat plate panels, namely interior, edge, and corner panels, were considered for evaluating the deflection and crack development from the column. In this study, a numerical analysis was conducted for a steel fibre-reinforced flat plate with steel fibre volumes of 0.3% and 0.4%. The study was conducted on real- and scaled-sized flat plates. We used the ABAQUS software to model and evaluate the deflection and crack patterns. An experimental study was conducted on the scaled-sized specimens to validate the finite element analysis (FEA) results. This study presents the punching shear behaviour of various panels of a flat plate with and without steel fibres. The deflection values obtained from the FEA and experiment were compared, and we found that the interior panel exhibited better results when compared to edge and corner panels. A minimum of three sided support is preferred for the stability of a larger-sized flat plate. The interior panels provided better strength and load-bearing capacity when compared to edge and corner panels. Crack patterns for different panels of a flat plate with different steel fibre volumes were analysed by comparing the FEA and experimental results. The development of cracks moved away from the column face on addition of steel fibres and changed its brittle nature. The results indicate that the crack developed from the column face is away from the critical distance d/2 from the slab-column junction (specimens with fibre), further demonstrating the stability of the structure. Doi: 10.28991/CEJ-2022-08-03-05 Full Text: PDF

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Punching Shear Strength of Steel Fiber Reinforced Concrete Flat Plates

Cited by 11 publications

References 11 publications

Proposta para o cálculo de carga de ruptura por punção em lajes de concreto reforçado com fibras de aço

Proposta para o cálculo de carga de ruptura por punção em lajes de concreto reforçado com fibras de aço

State-of-the-Art Review of Synthetic Fibres as Shear Reinforcement in Concrete Elements

A Material Model Approach on the Deflection and Crack Pattern in Different Panels of the RCC Flat Plate using Finite Element Analysis

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