Flexural performance of reinforced concrete beam with layer of hybrid strain-hardening cementitious compositesABSTRACT
This research paper aims to develop hybrid fibre-reinforced Engineered Cementitious Composites (ECC) deploying different modulus of fibre and to explore the mechanical and flexural response of newly refined Hybrid ECC in the 30 mm thick bottom layer of reinforced concrete (RC) beams. This investigation uses five combinations in the RC beam. The focus of hybridization is to increase the flexural response and structural functioning of RC beams. ECC mixes were attempted with the deployment of Polyvinyl Alcohol (PVA) Fibre and Polypropylene (PP) fibre with 2% as a mono fibremix. Hybridization is made with 0.65% of PVA and 1.35% of PP, 1% of PVA and 1% of PP, 1.35% of PVA, and 0.65% of PP. In this research investigation, mono fibre ECC with 2.0 % PVA fibre mix was taken as a base mix for comparison. From the behavior of the beam, it was found that the mix with PVA fibre of 1.35% hybrid with PP fibre of 0.65% exhibited better performance in flexural when compared with conventional concrete. However, PP fibre of 2% volume fraction has high energy absorption capacity, and PVA fibre of 2% volume fraction has high ductile displacement compared to conventional concrete.
Keywords:
ECC; Polyvinyl Alcohol Fibre; Polypropylene Fibre; Energy Absorption; Pullout Test
1. INTRODUCTION
The commonly utilized material in the construction industries for various infrastructure development was concrete. Generally, concrete excels at withstanding compression and is less effective under tension [1]. Concrete fails primarily due to tension, flexure, shear, and shrinkage. Usually, development of the crack width and spacing between the initial crack to successive cracks under flexural loading in the concrete are larger [2] compared to Engineered Cementitious Composites (ECC). ECC is an unusual sort of ultra-recital concrete that reduces the crack width, under ultimate load, less than 0.1 mm crack width is observed [3] and enhances the tensile and flexural characteristics of concrete [4,5,6]. Also, ECC exhibits up to 6% of tensile strain and 2.3 times flexural Strength greater than fibre reinforced concrete. ECC’s application has been increasing daily in engineering practice under tension because of its strain-hardening response [7]. ECC is a mortar-centered cementitious composite containing cement, mineral admixture, fine aggregate, and water reinforced with polymer fibre. The polymer fibres generally included in ECC are Polyvinyl Alcohol (PVA) fibre, Polyethylene (PE) fibre, Polypropylene (PP) fibre, Steel (SE) fibre and also, and Glass fibres. However, to sustain the unique properties such as strain hardening, multiple cracking, toughness, etc., coarse aggregate is not used in ECC [7]. ECC has more tensile strain hardening behavior of about 3% to 7% higher than the fiber reinforced concrete with the same volume fraction of fiber around 2% or lesser. Generally, the strain capacity of ECC is 550–650 times higher than normal conventional concrete [8, 9]. ECC is based on micromechanical design. The approach deployed for mixing ECC is similar to that of regular concrete. ECC is used in the tension zone of the beams to reduce the crack width drastically and to increase the flexural performance of the beam. Using ECC in the bottom layer of the beam reduces the crack width, and the stress is distributed uniformly throughout the beam. In recent years, ECC has been used in various applications like repair materials in dams, channels, bridge decks, and highway road pavements [10 11,12]. ECCs are used in these applications because of their high energy absorption capacity and fatigue resistance. The development of a mix by adding two fibres in different proportions in any composites is said to be hybridization [13]. The hybrid fibre-reinforced composite consumes the advantage of each of the individual fibres. It shows evidence of excellent ultimate load-carrying capacity and strain-hardening capability compared to the composites developed with the mono-fibre. In this study, an effort is made to amplify the structural behavior of ECC by developing hybrid-engineered cementitious composites and positioned in the RCC beam tension zone, which enhance flexural properties [14, 15].
2. RESEARCH SIGNIFICANCE
In this work, the hybrid ECC specimen are casted using two fibres: polyvinyl alcohol and polypropylene. For the experiment investigation, 5 distinct mixes are employed, two of which are mono-fibre ECC mixtures with 2% volume fractions in PVA and PP fibres, respectively. The remaining three mixtures are hybrid fibre ECC mixtures that were created by combining 0.65% PVA fibre with 1.35% PP fibre, 1% PVA with 1% PP fibre, and 1.35% PVA with 0.65% PP fibre. In the reinforced beams, ordinary concrete of grade M30 is utilized as controlled concrete. The investigation aims to demonstrate how hybridation between the low modus fiber (polypropylene) and high modulus fiber (polyvinyl alcohol) ECC perform better than the mono fiber ECC and its advantageous when employed in the tension zone of a flexural component. In contrast to typical RCC elements, this unique quality guarantees a greater number of cracks, lesscrack width and ultimate load carrying mechanisms even after the first crack.
3. MATERIALS AND MIX PROPORTION
3.1. Materials
The elemental makeup of fly ash of Class F and cement of OPC 53-grade is elucidated in Table 1. The mechanical and physical parameters of PVA and PP fibres are given in Table 2.
3.2. Mix proportion
In this study, hybrid fibre-reinforced ECC development was tested. Table 3 lists the generated mixes. Coloplast SP 430 was utilized as a superplasticizer to reduce the moisture content. Five mixes were brought in for analysis. PVA mono fibre mix, designated as Mix 1, is preserved as the base mix for reference. PP fibre with a volume percentage of 2.0% is designated as Mix 2. With 0.65% volume fraction of PVA fibre +1.35% fractional volume of PP fibre, Mix 3 is the hybrid fibre ECC. PVA and PP fibres comprise 1.0% of the proportioned volume of Mix 4. PVA and PP fibre hybrid have similar volume fractions in the M5 mix, with 1.35% and 0.65%, respectively. A concrete mix of grade M30 is designed with respect to the standards of IS-10262:2009, and a similar procedure was used for reinforced concrete beams. The Designed M30 mix is elucidated in Table 4, and steel reinforcement with Fe500 is used in the beam.
3.3. Mix preparation for ECC
Using a pan mixer machine, the composite mix is made. Binder, fly ash, and fines are incorporated priory to the blending machine and blended there for 3–4 minutes. The dry mix is then added to the mixer with water and superplasticizer and blended for around 5 to 6 minutes initially. The fibres are then progressively incorporated to the wet mixture to prevent the development of fibre balls, and the mixture is allowed to mix for an additional 5 to 8 minutes [16,17,18]. After being placed in their steel molds for 24 hours, the freshly mixed ECC is removed. The reinforced ECC layered beam specimen will be cast with concrete and ECC respectively. Initially ECC was placed at the bottom of the beam mould and then reinforcement had been inserted into the beam mold. After two hours, ordinary concrete was poured into the mold to prevent aggregate from combining with the ECC layer. The same way ECC layered beam will be casted in the real time practice. One conventional concrete and five different ECC mixes with mono and hybrid fibers are considered for the investigation, 12 cube, 9 dog bone, 9 prism, 3 pull out and 3 R.CC beam specimen were casted for each mix.
4. EXPERIMENTAL INVESTIGATION
4.1. Compressive strength test
A 7.07 cm × 7.07 cm × 7.07 cm sized cube specimen was preferred to identify the cast specimens’ compressive Strength (C.S) after the 3rd day, 7th day,14th day, and 28th day as per code India Standard 4031 - Part VI: 1988 [19]. In each developed mix, three specimens were taken for casting, and the result on average for three specimens in each mix was taken as C.S. The testing of cube specimens is represented in Figure 1. The C.S experiment was conducted using Zwick/roell Z100 universal testing machine of capacity 1000 kN.
4.2. Direct tensile test
The Direct Tensile Strength (T.S) of the developed ECC mixtures was measured using dog bone-shaped specimens. According to JSCE guidelines, a dog bone specimen of 330mm × 60 mm × 60 mm with an 8 cm gauge length and an effective section of 30 mm × 30 mm was employed [20]. The test was performed with the help of a Zwick/Roell Z100 model testing instrument with a maximum capacity of 100 KN can be utilized to assess the direct tensile Strength. Moreover, a test was conducted at room temperature. Three specimens per mix were used to calculate the direct tensile Strength. Figure 2 depicts the testing and dimension specifications of dog bone specimens subjected to direct tensile test.
4.3. Flexural strength test
The Flexural Response Test for the developed ECC was conducted on a prism specimen with dimensions 350 mm × 60 mm × 25 mm on the 7th day, 14th day, and 28th day according to ASTM C 1609 standards [21]. Application of a two-point load on the prism at a distance of 87.5 mm from the ends until the prism failed. Zwick/Roell Z100 model universal testing machine (UTM) with 100 KN maximum capacity was deployed for testing. Figure 3 shows the ECC prism specimen under the flexural response test.
4.4. Pullout test
A pullout test was carried out on the ECC specimen to determine the steel and ECC bonding. In order to find the bond strength, an ECC cube was prepared with size 7.07 cm × 7.07 cm × 7.07 cm, and rod with the respective diameter and length of 10 mm and 450 mm was placed at the center of the cube specimen before casting. Then the sample cube was allowed for hardening and curing for 28 days. The bond between steel and ECC was determined using a universal testing machine as per IS 2770 [22]. The ECC specimen under the pullout test is shown in Figure 4.
4.5. Flexural performance of RCC beam with ECC layered
The flexural response of ECC layered RCC beams is studied using a four-point load test. Figure 5 shows the cross-section details, longitudinal section details, and location of the ECC layer. Cross-section beams are designed as under-reinforcement. The concrete beam of 2000 mm span, cross sections of 100 mm × 150 mm, and a span is 1800 mm. 2 bars of 6 mm dia at the top, and 2 bars of 8 mm dia at the bottom are the reinforcement placed in the beam section. In addition, a two-legged stirrups of 6 mm diameter were placed at 100 mm center. Before casting the concrete beam, the ECC mix is placed at the beam’s bottom layer for a depth of 30 mm and allowed for one hour. After one hour, concrete is poured into the beam, so that coarse aggregate in the concrete does not enter the ECC layer. The beam is left for 28 days of curing. Load is applied on the beam using a hydraulic jack of capacity 10 Tone. The load cell is placed below the hydraulic jack to measure the load applied. Three numbers of LVDT-Linear variable differential transformers are used and positioned at point where the load acts and mid-span in the bottom face as shown in the figure. The loads and LVDT readings are recorded in computers using the data acquisition system.
5. RESULTS
5.1. Influence of polymer fibres on compressive strength test of ECC
The C.S of ECC specimens is determined by testing the mixtures Mix 1, Mix 2, Mix 3, Mix 4, and Mix 5 after the 3rd,7th,14th, and 28th day of curing. Figure 6 shows the compressive Strength of ECC mixes. The C.S of M1, M2, M3, M4, and M5 mix after 28 days of curing are 50.7 MPa, 47.1 MPa, 53.5 MPa, 50.25 MPa, and 47.85 MPa, respectively. The C.S of the M3 mix is higher, which is 4.2% higher than the reference mix M1. Plain cement concrete exhibits C.S of 13.1 MPa, 18.6 MPa, 27.3 MPa, and 33.4 MPa after the 3rd,7th,14th, and 28th day of curing, respectively. Failure pattern of plain cement concrete without fibre and ECC cubes is shown in Figure 7. From the figure, it is noted that the cracks formed above and below the cube’s surface. Cracks extend till the middle of the specimen when the load application has increased, failure of cubes takes place after the bugling of specimens because of the bridging effect of fibres [23, 24].
5.2. Influence of polymer fibres on direct tensile strength test of ECC
The T.S of developed ECC mixes is reviewed after 7, 14, and 28 days of curing. The T.S of ECC mixes after different days of curing are shown in Figure 8. The T.S of M1, M2, M3, M4, and M5 mix after 28 days of curing are 5.53 MPa, 4.55 MPa, 5.45 MPa, 5.06 MPa, and 4.94 MPa, respectively. According to the guidelines of LI [15], the Strength of ECC specimens under tensile load is within the specified range of 4–12 MPa. Figure 9 shows that failure occurs in the gauge length of the dog-bone specimen [25,26 27].
5.3. Influence of polymer fibres on flexural strength test of ECC
The F.S of ECC prism specimens was tested after 7, 14, and 28 days of curing. Figure 10 shows the F.S of ECC mixes after different curing days. The F.S of M1, M2, M3, M4, and M5 mix after 28 days of curing are 22.5 MPa, 18.4 MPa, 20.9 MPa, 20.93 MPa, and 22.01 MPa, respectively. According to the guidelines of LI [15], the F.S of ECC specimens is within the specified range of 10–30 MPa. Plain cement concrete exhibits an F.S of 1.6 MPa, 2.5 MPa, and 3.54 MPa after the 7th, 14th, and 28th day of curing, respectively. On analyzing the tested sample, multiple cracks were found in the failure zone. Figure 11 shows the typical multiple cracks in the prism under flexural load. These multiple cracks are due to the ductile nature of the ECC prism specimen [28].
5.4. Influence of polymer fibres on pullout test of ECC
Pullout Strength between ECC and Reinforcement Steel is shown in Table 5. The ultimate pullout strength of the M1, M2, M3, M4, and M5 mix after 28 days of curing are 19.1 KN, 19.5 KN, 20.9 KN, 20.8 KN, and 21.1 KN, respectively. The pullout strength of the M4 mix is maximum, which is 9.95% high compared to the reference mix M1. The ultimate stress of M1, M2, M3, M4, and M5 mix after 28 days of curing are 8.17 MPa, 8.25 MPa, 8.34 MPa, 8.32 MPa, and 8.40 MPa, respectively. In general, two different types of pull-out failure occur in the specimen, slipping of reinforcement from the concrete without any crack and other is pulling out of steel with a splitting crack. Figure 12 shows the failure pattern of concrete and ECC specimen. It was found from the figure that the slipping of reinforcement occurs after splitting cracks in the surface above the specimen. However, concrete exhibit a very minimum number of cracks in the top surface with a wide opening, while in ECC specimen, numerate splitting microcracks occurred in the circumference of the steel reinforcement. Due to multiple cracks and less crack width, ECC mixes display better performance than conventional concrete. The results found that the bond between the reinforcement bar and ECC increases for the ECC mixes containing hybridization of PVA and PP fibre [29,30,31,32].
5.5. Flexural performance of ECC layered RCC beam
The two-point static load is placed on the beam in a uniform location to determine the beam’s flexural behavior, load-deflection curve, yield point, ultimate point, and failure stages. The flexural behavior of all the beams is similar to the yield point. Figure 13 shows the behavior of beams under static flexural loading. The initial crack occurs in the entire beam inside the yielding stage, and initial crack strength lies within 4.06 KN to 4.79 KN, and the initial cracks occur between two point loads in the reinforced concrete beam. Table 6 shows the various test parameters observed from the mixes’ load-deflection curve. The static flexural Strength does not reduce quickly after the first crack load, and the ECC layered beam behaves differently from the conventional normal concrete beam. The cracks that occur at the tension zone of the beam are finer cracks and multiple cracks indicating that the ductility and strength characteristics of the beam are influenced by the hardened ECC layer at beam’s bottom side [33,34,35,36,37]. Figure 14 shows the bridging effect of the ECC layered specimen after the ultimate load. The curve in the ECC layered beam is wider than the regular concrete beam due to the ductile nature of the beam. The flexural cracks in the beam increase with increases in the load up to a particular stage, and after that particular stage, no new cracks are developed in the beam [38, 39]. The load-deflection behavior of the ECC layered beam is shown in Figure 14. The maximum load carrying capacity of Mix 1, Mix 2, Mix 3, Mix 4 and Mix 5 ECC layered beams are 19.4 KN, 18.15 KN, 18.3 KN, 19.55 KN and 20.4 KN which is 6.9%,0.27%,1.09%,7.7%,11.9% higher than conventional concrete beam (18.1 KN).
The area within the yield and ultimate load is known as energy absorption capacity [40,41,42,43,44,45]. The energy absorption capacity of ECC layered beam specimens Mix 1, Mix 2, Mix 3, Mix 4, and Mix 5 is 662 KN mm, 954 KN mm, 915 KN mm, 890 KN mm and 751 KN mm, which is 1.72 times, 2.48 times, 2.38 times, 2.32 times and 1.96 times more than conventional concrete CC specimen which exhibits a value of 383 KN mm. The presence of PVA fibre in hybridization with PP fibre has improved energy absorption capacity. The ductility and energy absorption capacity of RCC and RECC specimens are shown in Table 7. Figure 15 shows the load vs. deflection curve of RCC and RECC beam specimens. The initial stiffness of conventional reinforced concrete beam is 12.7 kN/mm. This stiffness value gets degraded at the yielding point at 6.1kN/mm and further gets decreased to 0.79 kN/mm at the ultimate point. Mix 2 and Mix 5 produce the stiffnesses of 13 kN/mm and 14.1 kN/mm initially and the decreased values of 1.5 kN/mm and 1.0 kN/mm regressively. Similarly, Mix M1 excepit initial stiffnesses at 15.8 kN/m and 15.4 kN/m and the values are reduced to 1.44 kN/m and 1.26 kN/m respectively.
6. CONCLUSION
The mechanical characteristics and flexural response of the ECC layered RCC beam were examined in the present investigation. The forthcoming conclusions were made with respect to the results obtained.
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1
The variation in compressive Strength and mode of failure can be attributed to hybridization of PP fibre with PVA fibre. The failure of the specimen prevents brittle failure typically seen in plain concrete.
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2
The hybridization of PP fibrein addition to PVA fibre does not enhance the tensile and flexural strength significantly. Despite that, the specimen shows suitable ductile failure mode due to fibre bridging in the cracks formed in the specimen.
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3
The hybridization of PP fibre with PVA fibre increases the Steel-ECCbond strength compared to the reference mix.
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4
The energy absorption capacity, ultimate load-carrying capacity, and ductility of ECC layered beams are higher than the conventionally cast concrete beams.
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5
The failure pattern of the ECC layered beam occurs with multiple cracks with lower crack width, which results in no spalling of the beam even after the failure of the specimen.
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Publication Dates
-
Publication in this collection
17 Feb 2025 -
Date of issue
2025
History
-
Received
15 Oct 2024 -
Accepted
04 Jan 2025
