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Influence of water-absorbent polymer balls on the structural performance of reinforced concrete beam: An experimental investigation

  • Nibras Farooq Hussen EMAIL logo and Shatha Dheyaa Mohammed
Published/Copyright: June 15, 2022
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Journal of the Mechanical Behavior of Materials
From the journal Journal of the Mechanical Behavior of Materials Volume 31 Issue 1

Abstract

This research investigated the influence of water-absorbent polymer balls (WAPB) on reinforced concrete beams’ structural behavior experimentally. Four self-compacted reinforced concrete beams of identical geometric layouts 150 mm × 200 mm × 1,500 mm, reinforcement details, and compressive strength f c ′ ≈ 50 MPa were castellated. Each beam contained a volume percentage of WAPB that differed from the others, and the considered percentages were V b = 0, 1, 2, and 3%. A static test under two-point loads was adopted to evaluate the structural behavior of the tested beams. The results indicated that the maximum load capacity of the tested beams was increased by 2.0, 3.0, and 7.14% for the volume percentages of 1, 2, and 3%, respectively, as compared to the reference beam (V b = 0%). It was also observed that the impact of V b = 3% was higher than that of the other percentages. For all the tested beams, the mode of failure was a flexural failure that is compatible with the considered preliminary design. The results showed that increasing the percentage of polymer to 3% had a significant effect on the deflection, as the deflection was directly proportioned to the percentage of WAPB.

Keywords: internal curing; water absorption polymer balls; high-strength concrete

1 Introduction

Water-absorbent polymer balls (WAPBs) can be classified as an advanced additive material for concrete construction elements production [1,2]. They provide internal curing that reduces self-braking, improves durability, enhances compressive strength, and reduces the effect of insufficient external processing [3]. Water absorption of polymer balls can range from 100 to 400 g/g [4]. They may be manufactured in different varieties of sizes and shapes. WAPB are classified as “smart materials,” meaning that they can modify their characteristics as a result of external influences [5].

Water curing is a crucial technical aspect process that controls concrete mechanical properties as it ensures the hydration process of cementitious materials [6]. The amount of water required for concrete curing should be adequate for both the external and internal curing processes [7]. If the moisture is not enough, it causes concrete cracking [8]. Moisture has a negative impact on the concrete strength and durability as it ages [9]. Workability, flexural and compressive strengths, water absorption, carbonation, chloride ions penetration, and adaptability are improved by adding polymers to cement mortar and concrete [10]. Through the literature review, air curing produces greater compressive strength because there is internal curing that keeps the hydration flowing, and the normal proportion of WAPB was 5% by weight of cement [11]. A study was presented about creating (M30) concrete in the self-curing technique using a super absorbent polymer (SAP) as an internal curing agent. The features of self-curing concrete with steel fibers added at 2% by volume were presented.

SAP was used to speed up the hydration of cement in order to reach higher strengths. It was detected that the dosage effect of SAP on cement mechanical parameters such as compressive strength, split tensile strength, flexure strength, shear strength, and impact strength was between 0.1 and 0.4 wt%. Finally, the workability of steel fiber–reinforced concrete was determined to be optimal at a dose of 0.3%. The compressive, tensile, and flexural strength of steel fiber reinforced concrete improved as the percentage of SAP increased [12].

The impact of SAP on the compressive strength was investigated by increasing the proportion of SAP by weight of cement from 0.2 to 0.3 and 0.4% for both mixes (M20 and M30), respectively, and comparing it to the same grade of traditional concrete. SAP influence has been discovered to aid self-curing by producing strength comparable to traditional curing. The common SAPs are added to the cement in proportions of 0.2, 0.3, and 0.4 wt%, respectively. It was found that the swelling increased by 50% within the first 5 min of adding water. According to the findings, self-cured concrete with SAP is more cost-effective than conventionally cured concrete, and the optimum SAP dose is 0.3%, which results in a considerable improvement in compressive strength [13].

Little research was established to detect the structural influence of using WAPB. Hence, an experimental work to investigate the effect of using WAPB on the structural behavior of reinforced concrete beams is present in this research. The four studied WAPB ratios were V b = 0, 1, 2, and 3%, and the experimental findings were discussed including initial cracking load, ultimate load, deflection, strain, ductility, and toughness.

2 The experimental program

2.1 Materials

The considered constituent materials in the concrete mix comprised ordinary Portland cement, natural sand, and microsilica fume (MSF). Ordinary Portland cement (CEM I 32.5R) (TASLUJA-BAZIAN) conforms to the Iraqi Standard Specification (IQS) No.5/2019 [12], the chemical analysis and the physical test results of the cement are given in Tables 1 and 2, respectively. The adopted sand can be classified as (zone 2) as shown in Table 3. The physical properties of the considered sand are shown in Table 4, from the Al-Ukhaider region, crushed gravel siliceous aggregate from Al Niba’ee zone of (19 mm) maximum size. Table 5 indicates the grading of coarse aggregate (both fine and coarse aggregate were compatible with the Iraqi Specification (IQS) No. 45/1993 [13], microsilica fume (MSF). Both chemical composition and physical parameters are described in Tables 6 and 7. Table 8 shows the technical parameters of viscoCrete-5930, tap water that utilized in curing and mixing processes. The concrete mix also contains water absorption polymer balls (WAPB) of size 9 mm, as shown in Plate 1. The mixture details for the adopted compressive strength f c ′ = 0.50 MPa [14], are shown in Table 9.

Table 1

Physical properties of the considered cement

Physical properties Test results Limit of Iraqi Specification No. 5/2019
Specific surface area (Blaine method) (m2/kg) 360 ≥250
Setting time (Vicat’s method)
 Initial setting time (h:min) 2:35 ≥45 min
 Final setting time (h:min) 5:20 ≤10 h
Compressive strength (MPa)
 For 2-day 18.43 ≥10 MPa
 For 28-day 40.60 ≥32.5 MPa
Expansion (autoclave method) 0.01% ≤0.8%
Table 2

Chemical composition and main compounds of cement*

Compound composition Chemical composition Content % Limit of Iraqi Specification No. 5/2019
Loss on ignition LOI 2.18 ≤4%
Insoluble material IR 0.56 ≤1.5%
Sulfate SO3 2.20 ≤2.8%
Chlorids 0.07 ≤0.1%
Tricalcium aluminate C3A 6.52 —
Magnesia MgO 3.74 ≤5%

*All tests were made at the National Center for Construction Laboratories & Research.

Table 3

Grading of the fine aggregate

Sieve size (mm) Cumulative passing (%) Limit of the Iraqi Specification No. 45/1993
Zone 1 Zone 2 Zone 3 Zone 4
4.75 94 90–100 90–100 90–100 95–100
2.36 78 60–95 75–100 85–100 95–100
1.18 60 30–70 55–90 75–100 90–100
0.60 37 15–34 35–59 60–79 80–100
0.30 19 5–20 8–30 12–40 15–50
0.15 3.4 0–10 0–10 0–10 0–15
Table 4

Physical properties of the fine aggregate*

Properties Test results Limit of the Iraqi Specification No. 45/1993
Specific gravity 2.84 —
Absorption (%) 3.4 —
Sulfate content (SO3) (%) 0.17 1 (a) RC for foundation Max. 0.5
(b) Parts of structure in touch with water
(c) PC except what is mentioned in (2 – c)
2 (a) All types of RC and non RC not mentioned in (1 and 4) Max. 0.75
(b) Concrete flags and tile
(c) PC cured by steam and not in touch with water
3 Cement mortar Max. 0.75
4 (a) Concrete for buildings not more than 10 years age Max. 1.0
(b) Concrete masonry units

*The tests for natural sand were conducted in the laboratories of the University of Baghdad/College of Engineering.

Table 5

Grading of the coarse aggregate*

Sieve size (mm) Cumulative passing (%) Limit of the Iraqi Specification No. 45/1993
40–45 mm 20–25 mm 14–15 mm
75.0 100 Not limited Not limited 100
63.0 100 Not limited Not limited Not limited
37.5 100 Not limited 100 95–100
20.0 100 100 95–100 35–70
14.0 100 90–100 Not limited Not limited
10.0 57 50–85 30–60 10–40
5.0 8 0–10 0–10 0–5
2.36 3 Not limited Not limited Not limited

  1. *The test for coarse aggregate was conducted in the laboratories of the University of Baghdad/College of Engineering.

Table 6

Physical properties and requirements of micro silica fume*

Physical properties Results MS Limit of specification requirement (ASTM C1240) [6]
Color Gray to medium gray
Specific surface area (m2/kg) 22,000 ≥15,000
Strength active index with Portland cement at 7 days, min. percent of control 122 ≥105
Percent retained on 45 μm (No. 325), max (%) 8 ≤10

*From manufacturer label.

Table 7

Chemical properties of micro silica fume*

Oxide composition Abbreviation Oxide content (%) Limit of specification requirement (ASTM C1240) [6]
Silica SiO2 93.03 85.0 min
Alumina Al2O3 <0.04 —
Iron oxide Fe2O3 0.05 —
Lime CaO 1.38 —
Sodium oxide Na2O 0.21 —
Magnesia MgO 0.35 —
Titanium dioxide TiO2 <0.01 —
Sulfate SO3 0.55 —
Phosphorus pentoxide P2O5 0.19 —
Potassium oxide K2O 1.09 —
Loss on ignition LOI 3.37 6.0 max

*The chemical composition tests were made by the Central Laboratories Department for Iraq Geological Survey.

Table 8

Technical properties of ViscoCrete-5930

1 Form Viscous liquid
2 Color Turbid
3 Freezing point ≈3°C
4 Specific gravity 1.05 ± 0.02
5 Air entrainment Typically, less than 2% additional air is entrained
6 Dosage 0.8–2% liter by weight
7 Cleaning Washed with water
8 Fire Non flammable
9 Health and safety Not classified as hazardous material
Plate 1 Water absorption polymer balls (WAPB).
Plate 1

Water absorption polymer balls (WAPB).

Table 9

Details of concrete proportion*

Materials Proportion
Cement 563 kg/m3
Sand 750 kg/m3
Gravel 883 kg/m3
Water 163.3 kg/m3
SF** 3%
SP*** 2.4

*The Table meet all of EFNARC’s 2005 recommendations [15].

**Replacement of cement by weight.

***Liters per 100 kg of cement.

2.2 Tested specimens

The experimental program for this study included testing four identical concrete beams, all having the same geometric layout, reinforcement details, and concrete mix proportion. Each beam was of 150 mm × 200 mm × 1,500 mm dimensions reinforced by (2Ø12) mm deformed steel bar for the main flexural reinforcement and (Ø10) mm for the shear reinforcement at c/c spacing 80 mm, Figure 1. On the other hand, the specimens were differed regarding the considered volume percentage of (WAPB) to be 0, 1, 2, and 3%, as shown in Table 10.

Figure 1 Tested specimen dimensions and reinforcement details.
Figure 1

Tested specimen dimensions and reinforcement details.

Table 10

Details the specimens that were tested

Specimen designation WAPB (%) Compressive strength [16] Splitting tensile strength [17] Modulus of elasticity [18]
(f cu) (MPa) % Increase (f t) (MPa) % Increase E (MPa) % Increase
WAPB-0% 0 60 — 4.08 — 32616.6 —
WAPB-1% 1 62.9 4.83 4.18 2.45 33230.76 1.88
WAPB-2% 2 67.2 12 4.32 5.88 34115.9 4.59
WAPB-3% 3 68.9 14.83 4.4 7.84 34457.99 5.64

2.3 Procedures for testing

Placed the strain gauges in their respective placements after painting the front face of the specimen with white paint (top and bottom fiber of the specimen centerline), the beams were placed on two hemispherical supports (simply supports), the distance between them was (1,200 mm), which represents the space length of the examined beams. Then, the load was imposed by a hydraulic jack with a capacity of (100 tons) through a steel loading I-section girder to divide the imposed load into two equal forces with the distance between them being one-third of the beam span (400 mm). At each loading stage, the applied load amplitude, vertical deflection at the center of the beam, deflection near the supports, and strain on both steel reinforcement and the concrete surface were all recorded. The load was gradually increased until failure (250 kg/step), and after each increment, cracks growth was remarked. Details of the test setup are shown in Figure 2 and Plate 2.

Figure 2 Details of the test set-up.
Figure 2

Details of the test set-up.

Plate 2 Test set-up.
Plate 2

Test set-up.

3 Test results and discussions

Four reinforced concrete specimens containing different volume ratios of WAPB were tested under the influence of a two-point load. The load was gradually increased until it reached the failure stage. Five categories were adopted in the results discussions to achieve a better knowledge of the beam structural behavior. These are

  1. Initial cracking load (P cr) and ultimate load (P u).

  2. Load–deflection behavior.

  3. Load–strain relations.

  4. Ductility factor.

  5. Toughness.

3.1 Initial cracking load (P cr) and ultimate load (P u)

The experimental findings for cracking loads and ultimate loads are presented in Table 11. The first flexural crack was observed in all specimens at the applied loads of 23, 30, 32, and 35 kN relating to specimens WAPB-0%, WAPB-1%, WAPB-2%, and WAPB-3%, respectively. This indicated that increasing the WAPB ratio advanced the initial crack load at the rate of 30.43, 39.13, and 52.17% for specimens WAPB-1%, WAPB-2%, and WAPB-3%, respectively, as compared to the specimen (WAPB-0%). WAPB caused an increase in the tensile strength by about 2.45, 5.88, and 7.84 for the WAPB ratios of 1, 2, and 3%, respectively (Table 10). It is clear that the modification rate of the tensile strength is more than the effect of generated interior voids caused by adding WAPB.

Table 11

The specimens’ cracking and ultimate loads

Specimen designation Ultimate load (P u) (kN) % Increase in the ultimate load Load at (0.40 mm) crack width (kN) % Increase in 0.40 mm cracking load P cr (kN) % Increase P cr
WAPB-0% 137.89 Ref. 86.70 Ref. 23.00 Ref.
WAPB-1% 140.71 2.00 90.10 3.90 30.00 30.43
WAPB-2% 142.05 3.00 94.70 9.20 32.00 39.13
WAPB-3% 147.74 7.14 105.52 21.70 35.00 52.17

When the concrete’s tensile stresses on the bottom fiber exceeded the rupture modulus of concrete, the first flexural crack was formed in the beam midspan (maximum moment). Then, between the two-point loads, cracks were developed slowly toward the beams’ sides. As the load increased, additional flexural cracks formed parallel to the initial crack toward the supports. Cracks then spread, eventually reaching the compression zone at the failure stage. The cracks were discovered in the beam’s center, and there were no cracks near the support. It was also discovered that no shear cracks had formed. Plates 3–6 show the cracking pattern for the specimens. These plates showed that flexural cracks were roughly parallel; they also showed that the crack patterns for the four beams had comparable characteristics. . The maximum permissible crack width accepted by ACI-224-R01 [19] for serviceability requirements (40–60% of the ultimate load) is 0.40 mm; the cracking load enhancing at ACI service crack requirements were 3.9, 9.2, and 21.70% for specimens WAPB-1%, WAPB-2%, and WAPB-3%, respectively, as compared to that for specimen WAPB-0%. Moreover, the experimental test results showed that WAPB has a significant impact on the ultimate load; increasing the WAPB ratio modified the failure load by around 2.0, 5.1, and 7.14% for specimens WAPB-1%, WAPB-2%, and WAPB-3%, respectively, as compared to that for specimen WAPB-0%. In comparison to the reference specimen (without WAPB), the value of the initial crack load (P cr) was improved by 30.43, 39.13, and 52.17% for WAPB volume ratios of 1, 2, and 3%, respectively. It is obvious that adding WAPB to the concrete mix increases the crack load (P cr) since the tensile strength was improved by about 2.45, 5.88, and 7.84 for the WAPB ratio of 1, 2, and 3%, respectively (Table 10).

Plate 3 Crack pattern of specimen WAPB-0%.
Plate 3

Crack pattern of specimen WAPB-0%.

Plate 4 Crack pattern of specimen WAPB-1%.
Plate 4

Crack pattern of specimen WAPB-1%.

Plate 5 Crack pattern of specimen WAPB-2%.
Plate 5

Crack pattern of specimen WAPB-2%.

Plate 6 Crack pattern of specimen WAPB-3%.
Plate 6

Crack pattern of specimen WAPB-3%.

3.2 Load–deflection relationship

The load–deflection relationship curves for the tested specimens are represented in Figure 3. It can be detected that load–deflection curves were divided into two zones. The first referred to the behavior up to the initial crack load formation 23, 30, 32, and 35 kN, where all of the studied specimens had similar and roughly linear responses. When a specimen is loaded incrementally, the deflection increases at a constant rate (elastic region). The second zone extended beyond the initial crack load generation, resulting in the development of further cracks. Then, increases at a faster rate were observed after the generation and development of cracks. This behavior continued until the yielding of the tension steel reinforcement after which the slope of the curve reduced and the test was stopped when the deflection increased without any increase in the applied load due to specimen stiffness reduction.

Figure 3 Effect of the WAPB volume ratio on the load-deflection behavior.
Figure 3

Effect of the WAPB volume ratio on the load-deflection behavior.

At each load increment of the test procedure, the vertical deflection at the center was recorded. The specimens’ deflection under service and ultimate loads were discussed. The service load for each specimen was assumed to be 65% of the ultimate load, and the specimen’s ultimate load was taken to be the peak recorded load [20] (Table 12). The effect of the WAPB ratio on the central deflection at the service and the ultimate load was nearly identical, the central deflection was increased by about 18.75, 37.50, and 50.00% at the service load and by 9.01, 10.30, and 21.21% at ultimate load for specimens WAPB-1%, WAPB-2%, and WAPB-3%, respectively, as compared to that on specimen WAPB-0%, respectively.

Table 12

Midspan deflections of specimens in service and ultimate loads

Specimens Deflection at service load (mm) % Decrease in deflection at service load Ultimate deflection (mm) % Variation in ultimate deflection (mm) Stiffness K = P/∆ (kN/mm)
WAPB-0% 6.2 Ref. 20.00 Ref. 49.84
WAPB-1% 6.6 6.45 20.94 4.70 66.25
WAPB-2% 7.6 22.58 23.56 17.80 86.74
WAPB-3% 8.9 43.54 28.40 42.00 102.33

It is obvious from the load–deflection curves that the four beams’ stiffnesses in the elastic area are 49.84, 66.25, 86.74, and 102.33 for specimens WAPB-0%, WAPB-1%, WAPB-2%, and WAPB-3%, respectively, as shown in Table 12. However, after tension reinforcement yielding, the increase i the WAPB ratio was directly proportioned to the deflection decreases at the same load level. Until the yielding stage, the absorbed deflection–load curves were matched; then, it was spaced to provide various levels of absorbed energy, which were 1909.78, 2186.05, 2500.88, and 3700.65 kN m for specimens WAPB-0%, WAPB-1%, WAPB-2%, and WAPB-3%, respectively.

Also, the load–deflection curves demonstrate this in Figure 3 that the deflection of specimens containing WAPB ratios was less than that of specimens without WAPB ratios at the same level of loading. This proved that adding WAPB to the reinforced concrete changed the load–deflection behavior in addition to reducing the rate of damage and this was more evident after the elastic region. This can be interrupted by the section uniformity and the constant moment of inertia in the elastic region. After the elastic region, cracks were generated more in the WAPB-0% specimens than in the others, so the deterioration of these specimens was more than that of others.

The rigidity behavior is increased; this modification in the stiffness of the beam belongs to the improvement of the concrete elasticity modulus (E).

3.3 Load–strain relations

At the adopted positions, the strain–load relationships for the steel-reinforced bars and concrete surface in the tension and compression zones were measured. To obtain a good understanding of the tested beams’ response and behavior, four (5 mm) strain gauges were set on the reinforcing steel bars for each beam as indicated in Figure 4. Two strain gauges were set in the middle of the main reinforcement while the other was allocated on the transverse reinforcing. Two concrete strain gauges (60 mm) were set at in the center of the beam on both compression and tension extreme sides, as shown in Figure 5.

Figure 4 Locations of the steel strain gauge.
Figure 4

Locations of the steel strain gauge.

Figure 5 Locations of the concrete strain gauge.
Figure 5

Locations of the concrete strain gauge.

The categories used in this section are the same as those used in the presentation of load–deflection relationships. Figures 6 and 7 depict the effect of increasing WAPB ratios on the load–strain relationships between flexural steel reinforcement and concrete for specimens WAPB-0%, WAPB-1%, WAPB-2%, and WAPB-3%.

Figure 6 Load–strain curves for concrete tension zone at midspan (Sg. 6).
Figure 6

Load–strain curves for concrete tension zone at midspan (Sg. 6).

Figure 7 Load–strain curves for midspan flexural steel reinforcement (Sg. 2).
Figure 7

Load–strain curves for midspan flexural steel reinforcement (Sg. 2).

At the yield point of the tension steel reinforcement (2,700 microstrain), Table 13, the concrete strain was 350–450 microstrain. While at the ultimate load, the concrete compressive strain ranged among 2,812, 2,793, 2,499, and 2,403 microstrain for specimens WAPB-0%, WAPB-1%, WAPB-2%, and WAPB-3%, respectively, and reinforcement was yielded and recorded the tensile microstrains to be about 3,060, 2,973, 2,841, and 2,787. The test findings showed that adding WAPB to the concrete mix resulted in significant improvements. Because the post-cracking behavior was increased, the load strain relationship for contained WAPB-reinforced concrete diverged from that of plain concrete. The WAPB effect increased the concrete’s mechanical characteristics and added a mechanism to the mix that has a significant impact on the tensile strain propagating through cracks. This change in the tensile behavior resulted in an increase in the energy absorption and the response of concrete to cracking. Accordingly, the area under the curve was significantly bigger than it would have been in plain concrete.

Table 13

Properties of steel reinforcement

Nominal bar diameter (mm) Measured bar diameter (mm) A s (mm2) Yield stress (MPa) Ultimate strength (MPa) Elongation %
10 10 78.5 677.8 738.98 11.5
12 12 113 540.3 642.86 12.2

3.4 The factor of ductility

The factor of ductility is the rate of deflection at the ultimate load to the deflection at yielding of the tension steel bars or in other words, a structural part’s ability to endure substantial deformation [21]. The effect of the WAPB volume ratio on the ductility factor for specimens WAPB-1%, WAPB-2%, and WAPB-3% is shown in Figure 8. The ductility factor was directly proportional to the WAPB ratio. When comparing specimens WAPB-1%, WAPB-2% and WAPB-3% to specimen WAPB-0%, the increasing percentages were 14.14, 29.97 and 79.13%, respectively. It was also discovered that increasing the WAPB ratio contributes to an increase in the bending stiffness of the beams. For all specimens, the ductility factors were determined as illustrated in Table 14. The modification in the ductility factor is likely due to the internal curing caused by adding WAPB, which reduced the generated cracks, i.e. the degradation percentage.

Figure 8 Effect of WAPB on ductility factor.
Figure 8

Effect of WAPB on ductility factor.

Table 14

The specimens’ ductility factor

Specimens Yielding load in steel (kN) Deflection of yield (mm) Ultimate deflection (mm) Factor of ductility
WAPB-0% 86 4.8 20 4.17
WAPB-1% 90.2 4.4 20.94 4.76
WAPB-2% 88.8 4.35 23.56 5.42
WAPB-3% 92.5 3.8 28.4 7.47

3.5 Flexural toughness

Toughness is typically defined as the ability to absorb energy (ACI Survey 544.4 R-88, 1988), it is measured from the area under the load–flexural deflection curve. Table 15 compares the flexural toughness of reinforced concrete containing various proportions of WAPB. It can be inferred that adding WAPB to concrete resulted in a significant increase in the indicator of concrete toughness. The energies absorbed at the initial crack load and yield load were 16.1, 24, 32, and 33.25 kN mm and 284.4, 293.2, 310.8, and 370 kN mm for specimens WAPB-0%, WAPB-1%, WAPB-2%, and WAPB-3%, respectively, while the percentage variations of the absorbed energy at failure load were 14.47, 30.95 and 93.77% for specimens WAPB-1%, WAPB-2%, and WAPB-3% as compared to specimen WAPB-3%. The WAPB volume ratio of 3% has the highest toughness index. This activity was significantly attributed to the improvement of the mechanical properties due to the internal curing provided by the WAPB; thus, the specimens became stronger.

Table 15

Absorbed energy for the specimens

Specimens Absorbed energy at P cr (kN mm) Absorbed energy at steel yield (kN mm) Absorbed total energy (kN mm) % Variation of total energy
WAPB-0% 16.1 284.4 1909.78 —
WAPB-1% 24 293.2 2186.05 14.47
WAPB-2% 32 310.8 2500.88 30.95
WAPB-3% 33.25 370 3700.65 93.77

4 Conclusion

The purpose of this study is to determine how reinforced concrete behaves when WAPBs are used for internal treatment in various ratios. Due to the internal treatment of polymer balls, the addition of WAPB enhances specimens’ structural behavior.

The following conclusions can be drawn:

  1. The compressive strength, splitting tensile strength, and modulus of elasticity of specimens containing water-absorbing polymers is higher than those of the reference concrete specimens; the percentage increases were 14.83, 7.84, and 5.64%, respectively, in the case of 3% WAPB-containing specimens.

  2. The WAPB ratio advances the initial crack load at rates of 30.43, 39.13, and 52.17% for specimens of WAPB ratios 0, 1, 2, and 3%, respectively, as compared to 0% WAPB-containing specimen.

  3. WAPB has a considerable impact on the ultimate load; increasing the WAPB ratio modifies the ultimate load by around 2.0, 5.1, and 7.14% for specimens of the WAPB ratio 1, 2, and 3%, respectively, as compared to a specimen of the WAPB ratio of 0%.

  4. The effect of the WAPB ratio on the central deflection at service and the ultimate load is nearly identical; the central deflection increases by about 6.45, 22.58, and 43.54% at the service load and by 4.7, 17.8, and 42.0% at the failure load for specimens of WAPB ratios of 1, 2, and 3% as compared to the specimen of the WAPB ratio of 0.

  5. For specimens of WAPB ratios 0, 1, 2, and 3%, the four beams exhibit stiffness in the elastic region of 97.52, 110.41, 112.44, and 153.50 kN/mm, respectively.

  6. The WAPB ratio is directly proportional to the ductility factor. The increasing percentages are 14.14, 29.97, and 79.13% for the specimens of the WAPB ratio of 0, 1, 2, and 3% when compared with specimens of the WAPB ratio of 0%. It is also found that increasing the WAPB ratio causes the beams’ bending stiffness to increase.

  7. The deflection–load curves are matched up to the yield stage and then spaced to generate different levels of absorbed energy, which are 1909.78, 2186.05, 2500.88, and 3700.65 kN mm for the specimens of WAPB ratios of 0, 1, 2, and 3%.

  1. Funding information: No funding involved.

  2. Author contributions: The authors have accepted responsibility for the entire content of this manuscript and approved its submission.

  3. Conflict of interest: The authors declare no conflict of interest.

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Received: 2022-02-18
Revised: 2022-03-28
Accepted: 2022-04-09
Published Online: 2022-06-15

© 2022 Nibras Farooq Hussen and Shatha Dheyaa Mohammed, published by De Gruyter

This work is licensed under the Creative Commons Attribution 4.0 International License.

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https://doi.org/10.1515/jmbm-2022-0024
Keywords for this article
internal curing; water absorption polymer balls; high-strength concrete
Creative Commons
BY 4.0

Articles in the same Issue

  1. Research Articles
  2. Calcium carbonate nanoparticles of quail’s egg shells: Synthesis and characterizations
  3. Effect of welding consumables on shielded metal arc welded ultra high hard armour steel joints
  4. Stress-strain characteristics and service life of conventional and asphaltic underlayment track under heavy load Babaranjang trains traffic
  5. Corrigendum to: Statistical mechanics of cell decision-making: the cell migration force distribution
  6. Prediction of bearing capacity of driven piles for Basrah governatore using SPT and MATLAB
  7. Investigation on microstructural features and tensile shear fracture properties of resistance spot welded advanced high strength dual phase steel sheets in lap joint configuration for automotive frame applications
  8. Experimental and numerical investigation of drop weight impact of aramid and UHMWPE reinforced epoxy
  9. An experimental study and finite element analysis of the parametric of circular honeycomb core
  10. The study of the particle size effect on the physical properties of TiO2/cellulose acetate composite films
  11. Hybrid material performance assessment for rocket propulsion
  12. Design of ER damper for recoil length minimization: A case study on gun recoil system
  13. Forecasting technical performance and cost estimation of designed rim wheels based on variations of geometrical parameters
  14. Enhancing the machinability of SKD61 die steel in power-mixed EDM process with TGRA-based multi criteria decision making
  15. Effect of boron carbide reinforcement on properties of stainless-steel metal matrix composite for nuclear applications
  16. Energy absorption behaviors of designed metallic square tubes under axial loading: Experiment-based benchmarking and finite element calculation
  17. Synthesis and study of magnesium complexes derived from polyacrylate and polyvinyl alcohol and their applications as superabsorbent polymers
  18. Artificial neural network for predicting the mechanical performance of additive manufacturing thermoset carbon fiber composite materials
  19. Shock and impact reliability of electronic assemblies with perimeter vs full array layouts: A numerical comparative study
  20. Influences of pre-bending load and corrosion degree of reinforcement on the loading capacity of concrete beams
  21. Assessment of ballistic impact damage on aluminum and magnesium alloys against high velocity bullets by dynamic FE simulations
  22. On the applicability of Cu–17Zn–7Al–0.3Ni shape memory alloy particles as reinforcement in aluminium-based composites: Structural and mechanical behaviour considerations
  23. Mechanical properties of laminated bamboo composite as a sustainable green material for fishing vessel: Correlation of layer configuration in various mechanical tests
  24. Singularities at interface corners of piezoelectric-brass unimorphs
  25. Evaluation of the wettability of prepared anti-wetting nanocoating on different construction surfaces
  26. Review Article
  27. An overview of cold spray coating in additive manufacturing, component repairing and other engineering applications
  28. Special Issue: Sustainability and Development in Civil Engineering - Part I
  29. Risk assessment process for the Iraqi petroleum sector
  30. Evaluation of a fire safety risk prediction model for an existing building
  31. The slenderness ratio effect on the response of closed-end pipe piles in liquefied and non-liquefied soil layers under coupled static-seismic loading
  32. Experimental and numerical study of the bulb's location effect on the behavior of under-reamed pile in expansive soil
  33. Procurement challenges analysis of Iraqi construction projects
  34. Deformability of non-prismatic prestressed concrete beams with multiple openings of different configurations
  35. Response of composite steel-concrete cellular beams of different concrete deck types under harmonic loads
  36. The effect of using different fibres on the impact-resistance of slurry infiltrated fibrous concrete (SIFCON)
  37. Effect of microbial-induced calcite precipitation (MICP) on the strength of soil contaminated with lead nitrate
  38. The effect of using polyolefin fiber on some properties of slurry-infiltrated fibrous concrete
  39. Typical strength of asphalt mixtures compacted by gyratory compactor
  40. Modeling and simulation sedimentation process using finite difference method
  41. Residual strength and strengthening capacity of reinforced concrete columns subjected to fire exposure by numerical analysis
  42. Effect of magnetization of saline irrigation water of Almasab Alam on some physical properties of soil
  43. Behavior of reactive powder concrete containing recycled glass powder reinforced by steel fiber
  44. Reducing settlement of soft clay using different grouting materials
  45. Sustainability in the design of liquefied petroleum gas systems used in buildings
  46. Utilization of serial tendering to reduce the value project
  47. Time and finance optimization model for multiple construction projects using genetic algorithm
  48. Identification of the main causes of risks in engineering procurement construction projects
  49. Identifying the selection criteria of design consultant for Iraqi construction projects
  50. Calibration and analysis of the potable water network in the Al-Yarmouk region employing WaterGEMS and GIS
  51. Enhancing gypseous soil behavior using casein from milk wastes
  52. Structural behavior of tree-like steel columns subjected to combined axial and lateral loads
  53. Prospect of using geotextile reinforcement within flexible pavement layers to reduce the effects of rutting in the middle and southern parts of Iraq
  54. Ultimate bearing capacity of eccentrically loaded square footing over geogrid-reinforced cohesive soil
  55. Influence of water-absorbent polymer balls on the structural performance of reinforced concrete beam: An experimental investigation
  56. A spherical fuzzy AHP model for contractor assessment during project life cycle
  57. Performance of reinforced concrete non-prismatic beams having multiple openings configurations
  58. Finite element analysis of the soil and foundations of the Al-Kufa Mosque
  59. Flexural behavior of concrete beams with horizontal and vertical openings reinforced by glass-fiber-reinforced polymer (GFRP) bars
  60. Studying the effect of shear stud distribution on the behavior of steel–reactive powder concrete composite beams using ABAQUS software
  61. The behavior of piled rafts in soft clay: Numerical investigation
  62. The impact of evaluation and qualification criteria on Iraqi electromechanical power plants in construction contracts
  63. Performance of concrete thrust block at several burial conditions under the influence of thrust forces generated in the water distribution networks
  64. Geotechnical characterization of sustainable geopolymer improved soil
  65. Effect of the covariance matrix type on the CPT based soil stratification utilizing the Gaussian mixture model
  66. Impact of eccentricity and depth-to-breadth ratio on the behavior of skirt foundation rested on dry gypseous soil
  67. Concrete strength development by using magnetized water in normal and self-compacted concrete
  68. The effect of dosage nanosilica and the particle size of porcelanite aggregate concrete on mechanical and microstructure properties
  69. Comparison of time extension provisions between the Joint Contracts Tribunal and Iraqi Standard Bidding Document
  70. Numerical modeling of single closed and open-ended pipe pile embedded in dry soil layers under coupled static and dynamic loadings
  71. Mechanical properties of sustainable reactive powder concrete made with low cement content and high amount of fly ash and silica fume
  72. Deformation of unsaturated collapsible soils under suction control
  73. Mitigation of collapse characteristics of gypseous soils by activated carbon, sodium metasilicate, and cement dust: An experimental study
  74. Behavior of group piles under combined loadings after improvement of liquefiable soil with nanomaterials
  75. Using papyrus fiber ash as a sustainable filler modifier in preparing low moisture sensitivity HMA mixtures
  76. Study of some properties of colored geopolymer concrete consisting of slag
  77. GIS implementation and statistical analysis for significant characteristics of Kirkuk soil
  78. Improving the flexural behavior of RC beams strengthening by near-surface mounting
  79. The effect of materials and curing system on the behavior of self-compacting geopolymer concrete
  80. The temporal rhythm of scenes and the safety in educational space
  81. Numerical simulation to the effect of applying rationing system on the stability of the Earth canal: Birmana canal in Iraq as a case study
  82. Assessing the vibration response of foundation embedment in gypseous soil
  83. Analysis of concrete beams reinforced by GFRP bars with varying parameters
  84. One dimensional normal consolidation line equation
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