Behavior of Reinforced Composite Foamed-Normal Concrete Beams

. A study has been undertaken to investigate the production and behavior of beams made with foamed, normal, and composite concrete and reinforced with diferent steel percentages (under, balanced, and over). Nine reinforcement beams, including three normal-weight concrete, three lightweight foamed concrete, and three composite concrete, were made with similar rectangular cross sections of dimensions (150 × 250mm) and length of 1500mm. A 28-day compressive strength of 29MPa (suitable for structural purposes) was achieved for all investigated concrete mixes. Ultimate load, crack mode, ductility, defection, and stifness as fexural parameters were investigated. Te results showed that in terms of loading, the load of composite concrete beams was equal to that of normal concrete beams, and a slight increase in the lightweight foamed concrete beams was noticed. Te ductility of foamed concrete beams with balanced reinforcement and under reinforcing was lower than that of normal concrete. In the case of the over-reinforcement beams, the ductility of foamed concrete beam increased by about 19.5% compared to that of normal reinforced concrete. In addition, the ductility and stifness of composite concrete beams increased by about 91.7% and 5.6% compared to normal beams and 61% and 15.1% compared to foamed concrete beams, respectively.


Introduction
Te Romans were the frst to discover that agitating a mixture of small gravels, coarse sand, heated limestone, water, and animal blood resulted in the formation of tiny gas bubbles, which enhanced the mixture. Tis discovery was made during the frst century of the Common Era [1,2]. Several nations, including the United Kingdom, Germany, the Philippines, Turkey, and Tailand, use foamed concrete (FC) in construction [3]. Foamed concrete is distinguished by its low density (400-1850 kg/m 3 ) and its intermittent air holes, which result from adding a foam agent combination to the mortar [1]. For structural applications, the density should be between 1350 and 1900 kg/m 3 , and the compressive strength should be greater than 17 MPa [4].
In the study by J. H. Tan et al. [5], fexure behavior of two reinforced foamed concrete beams with cement-sand ratios W1 and W2 was compared to conventional concrete beams with densities of 1,750 kg/m 3 and compressive strengths of 25 MPa. It was determined that foamed concrete beams carry 22% to 24% less fnal load than standard-weight concrete beams and can perform 54% for W1 and 49% for W2 over their design capacity. In addition, lightweight reinforced concrete beams typically defect 13 to 20% more than normal-weight reinforced concrete beams. However, the reinforced foamed concrete beams exhibited less displacement ductility than the normal-weight reinforced concrete beams.
Lee et al. [6] investigated the fexural characteristics of reinforced normal concrete beams and slabs composed of foamed concrete at densities from 1700 to 1800 kg/m 3 . Te investigators recorded their observational fndings. Four foamed concrete beams and three conventional-weight concrete beams were investigated. In order to achieve the prescribed compressive strength of 20 MPa intended for structural applications within 28 days, the four lightweight foamed concrete mixes were generated by utilizing varying cement-sand and water-cement ratios. From the fndings, the reinforced foamed concrete beams demonstrated a diminished ability to endure the ultimate load, which varied from 8% to 34%, in contrast to the reinforced normal-weight concrete beams with identical reinforcement confgurations.
An investigation conducted by Abd and Ghalib [7] focused on analyzing four reinforced concrete beams comprising two foamed concrete beams and two normal-weight concrete beams with dimensions of 200 × 250 × 1500 mm. Te density aimed for the lightweight foamed concrete beams was 1800 kg/m 3 . After conducting a comparative analysis between conventional concrete beams and lightweight foamed concrete reinforced with GFRP bars, it was observed that the load capacity of the latter was increased by 3.6% in comparison to the load capacity of the former. Te results suggested that using glass fber reinforced polymer (GFRP) bars as reinforcement for foamed concrete beams led to an increment of 11.54% in the load-bearing capacity compared to beams reinforced with steel.
Syahrul et al. [8] analyzed the fexural behavior of typical reinforced concrete using 28 mm steel bars in the compressed cross section, 216 mm and 8 mm shear steel bars in the tensile section, and foamed concrete at both ends with normal-weight concrete anchors consisting of two lightweight foamed concrete composite beams and two control normal-weight concrete beams, all of which have the same reinforcing structure and measurements of 1600 mm in length, 200 mm in height, and 150 mm in width. Te fexural test fndings for a composite foamed concrete beam showed diagonal crack patterns, ductile defection behavior, and a limited fexural capacity for the beam.
Al-Farttoosi et al. [9] examined twelve concrete columns comprising two distinct concrete layers. Te beams comprised two kinds of concrete layers: lightweight aggregate concrete (LWAC) and normal-weight concrete (NWC). Compared to typical concrete beams, the preponderance of two-layer beams exhibited minimal variations. Still, there have been notable improvements that completely replaced LWAC beams. Using ACI 318-19, experimental results were compared to predicted values after a few changes were made to suit the equations to two-layer beams. Analyses were made regarding service load-induced defection, moment capacity, and fracture moment.
Composite beams with foamed concrete reduce the structure's overall mass. Due to harsh surroundings and excessive mechanical loading, structures made of lightweight concrete are susceptible to variable degrees of damage [10,11]. Damages include cover spalling, severe cracking, excessive defections, corrosion of steel reinforcement, and concrete durability deterioration [11,12]. Tis study adopted the layered system, i.e., separating the beam into two layers and casting the lower layer with lightweight foam concrete and the upper layer with regular concrete to reduce these damages.
Tis study investigates the behavior of beams made with various concrete types and steel reinforcement percentages. Te fexural behavior of nine cast beams made of three normal concrete (NC), three foamed concrete (FC), and three composites (CC) consisting of one layer of foamed concrete and another of normal concrete was investigated.
Each group (foamed, normal, and composite) was additionally reinforced as under-reinforced, balance-reinforced, or over-reinforced.

Mixtures and Material
Proportions. In this investigation, normal concrete and foamed concrete both were evaluated. Te foamed concrete mix was intended to have a target density of 1700 kg/m 3 . Sand that complies with ASTM C33-13 [13], gravel, water, and ordinary Portland cement that meets ASTMC150M-15 [14] make up normal concrete. Te ingredients of foamed concrete included ordinary Portland cement, fne sand with a maximum size of 2.36 mm [15], fy ash that complied with ASTM C618 [16], silica fume that complied with ASTM C1240 [17], superplasticizer, water, polypropylene fber at 0.5% of the mix volume, and foam. In order to make the preformed foam, a foaming agent liquid was diluted with water in the foam generator at a volume ratio 1 : 40 [18]. Te mix proportions are provided in Table 1.

Steel Reinforcement.
For the bottom longitudinal reinforcement of the beams, deformed steel bars of 12 mm and 8 mm diameter were utilized. In comparison, bars of 6 mm diameter were used for the top reinforcement, and bars of 8 mm diameter were used for the stirrups. Steel bars and stirrups yield tensile strengths of 600 MPa, 667 MPa, and 420 MPa, respectively. Table 2, nine concrete beams having the measurements such as 1500 mm in length, 250 mm in height, 150 mm in width, and 1350 mm clear span between supports were strengthened. Figure 1 shows the details of the reinforcement of the beam. Te beams comprised three normal-weight concrete beams, three foamed concrete beams, and three composite beams. Te concrete cover thickness was 25 mm.

Casting and Curing.
Tere were nine reinforced concrete beams: three foamed concrete beams, three normal-weight concrete beams, and three composite beams. Te vibrator was employed when the samples were cast while casting the beam sample with the standard mixture. In the case of foamed concrete, we did not use the vibrator because the mixture does not need compaction, as it is self-compacting. When pouring the layers, a layer of foamed concrete was poured and left for 40 minutes until it hardened and the normal concrete layer was poured. Te reinforcing steel determined the size of the layer, as shown in Figure 2. Tere were two diferent forms of treatment. In the frst, samples of normal concrete were submerged in water for 28 days. Te second type was wrapping foamed and composite layer concrete samples with nylon and leaving them for 28 days.

Setup of Testing.
A hydraulic machine with a 500 kN capacity was used to perform four-point bending tests on specimens with a total length of 1500 mm, a clear span of   During the test, the load is applied to a rigid steel plate through a hydraulic jack, coupled to two rigid steel cylinders fxed at the loading locations. Between the hydraulic jack and the steel plate, load cells are located. Te load application rate was 5 kN/second. Four linear variable diferential transducers (LVDTs) with a capacity of 120 mm were used to measure the defection, one fxed at mid-span, another on the same height as the support beam, and the other two fxed under the two-point of loading. Two strain gauges were attached to steel reinforcements to measure the object strain before casting. During the loading test, the crack patterns were observed and mapped. Table 3 shows the weights of concrete beams for all reinforced concrete beams. A decrease was observed in the weight of the lightweight foamed-reinforced concrete beams by a rate ranging between 24.6 and 25.4, and this explains the increase in the defection in the foamed beams compared to what is in the normal concrete. As for the composite reinforced concrete beams, the reduction percentage by weight ranged between 19.4 and 21.4.

First Crack Load.
Te appearance of the frst crack on the bottom side of the tested samples was adopted to determine this load. Figure 4 demonstrates that foamed concrete beams have a lower frst cracking load than conventional concrete beams. Te reason is that the foamed concrete beams have a lower modulus of elasticity, so the stress according to the same deformation level is lower [19]. A careful analysis of these values shows that concrete strength and the amount of tensile reinforcement have the greatest infuence on the formation of fexural cracking, increasing or delaying the formation.

Behavior of Load Defection.
A graph of the loaddefection curves was created to illustrate the infuence of the applied load on the mid-span defection. Tese graphs illustrate the beam deformations that were caused by the application of a bending moment to the specimens that were tested. Figure 5 illustrates the usual load-defection profles for the studied beam specimens. Tat load-defection response of the experimentally tested reinforcement concrete beams can be divided into phases as follows: linear elastic up to frst cracking, postcracking stage with multiple crack growth, yielding of tension reinforcement stage, and deformation due to plasticity phase with gradual loss of load carrying capacity until failure [20]. Table 4 presents the crack, yield, and ultimate load and defection results. Te load-defection response of all nine beams put through the test was, on average, close to being identical. Te curves representing each tested beam began with a linear slope at the beginning of the test and stayed relatively steady until the frst cracks emerged in the beams. After the cracks appeared, the slope of the curve continued to get steeper until the tensile reinforcement fnally broke away. Te curve appears to be nearly horizontal before the end of the test, and then the curve starts to go down at the point of failure, and failure occurs. Te defections were measured in the middle of the sample period. In general, it was discovered that all samples showed almost the same behavior for the load-defection relationship. However, it   Journal of Engineering difered in the foamed concrete beams, where it was more defected than the rest of the normal and composite beams. Figures 5(a) and 5(b) show the beam mid-span defections at the ultimate experimental moment. Te most reinforced composite concrete beams had mid-span defections that were less than those of reinforced normalweight concrete beams and foamed concrete beams, where the presence of a normal concrete layer helped to restrain the movement of foamed concrete and lessen the defection of the composite beam. As for Figure 5(c), in the case of high reinforcement, it was found that foamed concrete (Fρ3) is less defected than normal concrete (Nρ3) and composite concrete (Cρ3). Figure 6 shows the reinforcement strain behavior investigated beams. Te steel reinforcement at both the top and bottom of the structure had its strain measured. Tese strain gauges were utilized to analyze the behavior of the strain. Te general pattern revealed that the top portion of the samples for all beams was subject to compression, as shown by the strain gauge's recording of negative values; conversely, the lower portion of the samples was subject to tension, as indicated by the strain gauge's recording of positive values. We can see from all the numbers that the strain grows as the weight on the beam grows. It begins linearly, and when cracking occurs, it gradually increases until it reaches its peak at failure. We also noticed that the strain reaches its maximum in the case of overreinforcement beams. Table 5 presents the maximum tension and compression strains.

Ductility.
Te ability of an element to behave inelastically and absorb energy is measured by its ductility. Based on the beam's inelastic deformation state, fexural ductility denotes that the structural member can endure signifcant defections before failing [9]. Tere are numerous varieties of ductility, such as curvature ductility, rotational ductility, and displacement ductility. Within the scope of this study is an investigation into displacement ductility. When referring to tensile steel, the term "displacement ductility" refers to the defection ratio that occurs at the ultimate load to the amount of defection that occurs at the point where the steel frst yields. Te ultimate load is the highest possible load that may be placed on a beam while being tested [21]. Table 6 demonstrates that the ductility of foamed concrete beams with balanced reinforcement and under reinforcement is signifcantly lower than that of normal concrete. Tis demonstrates that raising the reinforcement ratio results in decreased ductility and defection. Also, according to Shafgh   Journal of Engineering et al. [22], increasing the amount of tension reinforcement in reinforced lightweight concrete beams reduces ductility.
In the case of the over-reinforcement beam, the ductility of the foamed concrete model (Fρ3) increased by 19.5% compared to the normal reinforced concrete (Nρ3), and the ductility of the composite concrete (Cρ3) increased by 91.7 compared to (Nρ3) and 61% compared to (Fρ3).

Stifness.
One of the most essential characteristics of a structural member is its fexural stifness. It is measured by the degree to which a body resists deformation when subjected to a load. Initial stifness is the slope of the linear part of the load-defection curve before the onset of the frst fexural fracture. Service stifness is defned as the slope of the values representing ffty percent and eighty      Journal of Engineering percent of the ultimate load capacity on the upper section of the load-defection curve [19]. Table 7 shows that stifness has been found to increase the amount of tension reinforcement. Te initial compressive stifness of the specimen might be improved by increasing the reinforcement ratio, which would also cut down on the number of folds [23]. Figure 7 illustrates many ways in which each of the investigated beams failed. Te beams failed similarly, which was a fexural failure at the middle of their spans, as was seen. When the load was frst applied, every specimen exhibited elastic behavior. Te frst transverse crack appeared close to the center of the span as the load reached the strain tensile limitation of concrete. Cracking then progressed in the direction of the loading sites. At the maximum load, cracks began to spread to the top surface and were controlled by the reinforcement. It is clear from Figure 7 that concrete has a lower total number of cracks, whereas composite concrete has a higher total number of cracks. Cracks become smaller, narrower, closer, and more widespread in layered concrete samples. Over-reinforcement beams of lightweight foamed concrete did not sufer from the damaging efects of concrete spalling or crushing. Beams with over reinforcement are strengthened so that the concrete cracks before the steel reinforcement give way, yet this condition does not occur when the ultimate load is applied. One possible explanation for this is that lightweight foamed concrete possesses less fexibility. Te more the tortuosity of cracks, the higher the strength of the beam [24]. It should be noted here that all investigated beams were failed in the fexural mode.

Conclusions
Te fexural behavior of nine beams made with normal, foamed, and composite concretes reinforced with three diferent confgurations was studied. Te following conclusions can be drawn from the obtained results: (1) Compared to the normal beams, about 25% beam weight reduction was achieved with using foamed concrete and this reduction was about 20% in the composite beams. (2) Te composite concrete beams exhibited a higher carrying capacity than the normal and foamed concrete beams. (3) Te defections at the mid-span of the overreinforced lightweight foamed concrete beams were greater than those of the reinforced normal-weight concrete and composite beams. It was determined that composite concrete had a lower defection than foamed concrete and normal concrete. Foamed concrete (Fρ3) has a lower amount of defection than both normal concrete (Nρ3) and composite concrete (Cρ3) when the reinforcing level is increased. (4) Te ductility of foamed concrete beams with balanced reinforcement and under reinforcement was lower than that of conventional concrete. Te ductility of the foamed concrete (Fρ3) increased by 19.5% compared to the normal reinforced concrete (Nρ3) in the case of the over-reinforcement beam. Also, the ductility of the composite concrete (Cρ3) increased by 91.7 compared to Nρ3 and 61% compared to Fρ3. (5) It was noticed that the stifness increased in the composite concrete beam (Cρ1) by 5.6% and 15.1% compared to that of the normal concrete beam (Nρ1) and foamed concrete beam (Fρ1), respectively. Tis indicates that composite concrete beams are more rigid than ordinary and foamed concrete beams. (6) It was discovered that increasing the quantity of tension reinforcement led to increasing stifness. Te initial compressive stifness of the specimen may be improved by increasing the reinforcement ratio, which also has the potential to lower the number of folds.
In general, it was noticed that all investigated beams failed in fexural modes. In addition, the composite section (normal and foamed concrete) can be recommended to increase ductility and stifness. With regard to the reinforcement percentage, it was found that the overreinforced type was the best with the composite concrete beam.

Data Availability
No underlying data were collected or produced in this study.

Conflicts of Interest
Te authors declare that they have no conficts of interest.