# Influence of Chemical Admixtures on Fresh and Hardened Properties of Prolonged Mixed Concrete

Authors: Tarek Uddin Mohammed; Tanvir Ahmed; Shibly Mostafiz Apurbo; Tahir Absar Mallick; Farhan Shahriar; Abdul Munim; Mohammad Abdul Awal
Journal: Advances in Materials Science and Engineering
 (2017)

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## Abstract

Effects of different chemical admixtures on fresh and hardened properties of prolonged mixed concrete and their cost-effectiveness were investigated. Influence of sand to aggregate volume ratio, cement content, and use of chilled mixing water on the properties of prolonged mixed concrete was studied as well. Different concrete mixtures were prepared using five different types of chemical admixture (one water reducer based on lignosulfonate and four superplasticizers based on sulfonated naphthalene polymer, polycarboxylic ether, second-generation polycarboxylic ether polymer, and organic polymer), varying s/a ratio (0.40 and 0.45) and cement content (340 kg/m3 and 380 kg/m3) and using chilled mixing water. Slump tests were performed at 15-minute intervals to assess the fresh performance of each prolonged mixed concrete mixture. 100 mm by 200 mm cylindrical concrete specimens were prepared and tested for compressive strength, Young’s modulus, splitting tensile strength, and ultrasonic pulse velocity. Results indicate that concretes with sulfonated naphthalene polymer-based superplasticizer and second-generation polycarboxylic ether-based superplasticizer show best performances in both fresh and hardened states. Concrete with lignosulfonate-based water reducer exhibits poor performance in comparison with the concretes with superplasticizers. The cost per unit compressive strength of concrete with sulfonated naphthalene polymer-based superplasticizer is lower compared with the concretes with other types of chemical admixture.


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## Body

## 1. Introduction

In recent years, the demand for ready-mix concrete (RMC) has increased rapidly in Dhaka city. The primary reasons behind this are convenience of using RMC in high-rise structures, shortage of space at construction site, saving of time related to the preparation of concrete on-site, and better quality of RMC compared to the conventional concrete. Nevertheless, because of heavy traffic congestions throughout Dhaka, especially during weekdays, the time required to haul RMC from plant to construction site is very high. Therefore, keeping concrete workable for such a long time without compromising the required strength has become one of the most challenging tasks in the RMC industry. Moreover, high ambient temperature in summer makes the situation worse, since high temperature adversely affects the workability of fresh concrete [1–5]. Selection of appropriate type and dosage of chemical admixture can play an important role in this regard.A good number of researches were carried out to understand the effects of different types of chemical admixture on properties of concrete. For instance, Topçu and Ateşin [6] compared the slump flow results of concretes made with lignosulfonate-based admixture and naphthalenesulfonate-based admixture; their results indicate that naphthalenesulfonate-based admixture imparts better flowability to concrete compared to lignosulfonate-based admixture. Sugamata et al. [7] investigated the effect of chemical structure of polycarboxylic ether-based admixture on fresh performance of concrete and found that polycarboxylic ether molecule with long side chains improved the fresh performance of concrete. Mardani-Aghabaglou et al. [8] studied different types of polycarboxylic ether-based admixture and observed that polycarboxylic ether-based admixture with low side chain density imparted high flowability to concrete. Papayianni et al. [9] studied the compressive strengths of concretes made with different admixtures and observed that the admixture based on modified polycarboxylic ether polymer imparted higher compressive strength to concrete compared to the admixtures based on sulfonated polymer and synthetic polymer at the end of 28 days. In another study, Mohammed and Hamada [10] examined the long-term behaviors of concrete made with chemical admixture having polycarboxyl group and concrete made with chemical admixture having naphthalene group in tidal environment. They observed, after 10 years, chemical admixture having naphthalene group imparted higher compressive strength as well as higher Young’s modulus to concrete in comparison with admixture having polycarboxyl group. They also observed that the chloride ingress was higher in concrete made with admixture having polycarboxyl group compared to the concrete made with admixture having naphthalene group.Although numerous studies were conducted with different types of chemical admixture, very few of them addressed the influence of chemical admixtures on properties of prolonged mixed concrete [11–16]. Nevertheless, most of the studies [11–15] did not address the influence of chemical admixtures on Young’s modulus and tensile strength of concrete subjected to prolonged mixing. Moreover, most of the chemical admixtures studied in [11–13, 15] are old-generation plasticizers and are less commonly used in the RMC industry at present. Mohammed et al. [16] studied the effects of different types of chemical admixture on several mechanical properties of prolonged mixed concrete (e.g., compressive strength, Young’s modulus, and splitting tensile strength). However, the effects of chemical admixtures on concrete properties at different dosages and for different mix design parameters (e.g., sand to aggregate volume (s/a) ratio and cement content (C)) are yet essential to be investigated.With the viewpoint of the above discussion, a detailed experimental investigation has been carried out with some chemical admixtures which are used extensively in the ready-mix concrete industry of Bangladesh. The effects of these admixtures and their dosages on fresh properties (workability) and hardened properties (compressive strength, Young’s modulus, splitting tensile strength, and ultrasonic pulse velocity (UPV)) of concrete have been studied so as to identify the best type of chemical admixture. The cost-effectiveness of using the chemical admixtures in concrete has also been analyzed. The effects of sand to aggregate volume (s/a) ratio, cement content (C), and use of chilled mixing water on fresh and hardened properties of prolonged mixed concrete have been investigated as well.


## 2. Experimental Method

### 2.1. Material Properties

In this study, five different types of chemical admixture were used. One of the admixtures was water reducer (WR) and the rest four were superplasticizers (SP1, SP2, SP3, and SP4). All the types of chemical admixture comply with ASTM C494. The chemical and physical properties of the chemical admixtures, and their dosage ranges as recommended by the manufacturers for the best performance, are mentioned in Table1. Crushed stones were used as a coarse aggregate in concrete. The maximum size of the coarse aggregate was 19 mm. Natural river sand was used as a fine aggregate. Figure 1 shows the gradations of coarse and fine aggregates. Both the gradations of coarse and fine aggregates satisfy ASTM C33 requirements. The physical properties of coarse and fine aggregates are summarized in Tables 2 and 3, respectively. The physical properties of both coarse and fine aggregates were determined as per ASTM guidelines. CEM II/B-M 42.5 cement (as per BDS EN 197-1–2000 [17]) was used as the binding material. The cement contains 75% clinker and 25% mineral admixture including ground-granulated blast furnace slag, limestone, fly ash, and gypsum.Table 1
Properties and recommended ranges of dosage of chemical admixtures.
Chemical admixture
Composition
Appearance
Specific gravity at 25°C
Recommended dosage range (% weight of cement)
WR
Lignosulfonate based
Dark brown liquid
1.17
0.23–0.47
SP1
Sulfonated naphthalene polymer based
Dark brown liquid
1.24
0.87–2.23
SP2
Polycarboxylic ether based
Light brown liquid
1.05
0.42–1.26
SP3
Second-generation polycarboxylic ether polymer based
Light brown liquid
1.10
0.55–1.32
SP4
Organic polymer based
Dark brown liquid
1.19
0.71–1.31Figure 1
Gradations of (a) coarse aggregate (crushed stone) and (b) fine aggregate (river sand).
(a)
(b)Table 2
Properties of coarse aggregate.
Aggregate type
Specific gravity
Absorption capacity (%)
Abrasion (%) (as per ASTM C131)
SSD unit weight (kg/m3)
Fineness modulus
Crushed stone
2.56
2.39
38.30
1549
Controlled as per ASTM C33Table 3
Properties of fine aggregate.
Aggregate type
Specific gravity
Absorption capacity (%)
SSD unit weight (kg/m3)
Fineness modulus
River sand
2.45
3.30
1520
2.52


### 2.2. Mixture Proportion and Cases Studied

Seven different types of concrete mixture were prepared for this study, namely, M1, M2, M3, M4, M5, M6, and RM. The ambient temperature was 25°C ± 2°C when the mixtures were prepared. All the mixtures were prepared using a laboratory mixer having a capacity of 75 l. Each mixture was initially mixed for 5 minutes at a speed of 20 rpm to ensure its homogeneity. After that, the mixing was carried out at a speed of 6 rpm. This low rotational speed was chosen to simulate the mixing process of ready-mix concrete in truck mixer. The mixer was stopped briefly at 15-minute intervals in order to conduct slump tests. The mixing process of each concrete mixture was continued until the final slump became less than or equal to 2 cm.Each M1 concrete mixture was prepared using the average of the maximum and minimum dosages of every chemical admixture recommended by the respective manufacturer. On the other hand, M2, M3, M4, M5, and M6 mixtures were prepared using the maximum recommended dosages of admixtures. During the preparation of M1 and M2 mixtures, the entire dosage of admixture was applied with water at the beginning of mixing. However, in case of M3, M4, M5, and M6 mixtures, the total dosage of admixture was applied in two stages: at first, 2/3 of the dosage of admixture was applied with water, and the rest 1/3 was applied when the slump value of prolonged mixed concrete became less than or equal to 3 cm.In M1, M2, and M3 mixtures, the water to cement (W/C) ratio, s/a ratio, and cement content (C) were, respectively, 0.40, 0.40, and 340 kg/m3. In M4 mixture, the s/a ratio was increased to 0.45, but the W/C ratio and cement content were kept similar to M1, M2, and M3 mixtures. In M5 and M6 mixtures, the cement content was raised to 380 kg/m3 of concrete, but W/C and s/a ratios were kept, respectively, to 0.40 and 0.40. In the RM (reference mix), no chemical admixture was used, and the W/C ratio, s/a ratio, and cement content were, respectively, 0.40, 0.40, and 340 kg/m3. Prior to the preparation of each mixture, both the coarse and fine aggregates were brought to saturated surface dry (SSD) condition, so that the W/C ratio of the mix would remain unaffected.In case of M6 mixture, instead of using plain water, chilled water was used (half of the total required water (by weight) as per mix design was plain water and the rest half was ice) to keep the temperature of the concrete mix low. The initial temperature of the chilled water was 0°C ± 1°C. It should be noted that, in M4, M5, and M6 mixtures, only the two types of admixture that gave best performances in M1, M2, and M3 mixtures were used. The details of different types of mixture are presented in Table4.Table 4
Details of different types of concrete mixture.
Mix type
Details
M1
W/C = 0.40; s/a = 0.40;C = 340 kg/m3; average admixture dosage
M2
W/C = 0.40; s/a = 0.40;C = 340 kg/m3; maximum admixture dosage
M3
W/C = 0.40; s/a = 0.40;C = 340 kg/m3; maximum admixture dosage in two stages: 2/3 at the beginning and 1/3 when slump ≤ 3 cm
M4
W/C = 0.40; s/a = 0.45;C = 340 kg/m3; maximum admixture dosage in two stages: 2/3 at the beginning and 1/3 when slump ≤ 3 cm
M5
W/C = 0.40; s/a = 0.40;C = 380 kg/m3; maximum admixture dosage in two stages: 2/3 at the beginning and 1/3 when slump ≤ 3 cm
M6
W/C = 0.40; s/a = 0.40;C = 380 kg/m3; maximum admixture dosage in two stages: 2/3 at the beginning and 1/3 when slump ≤ 3 cm; chilled water used (1/2 of the total water (by weight) was ice)
RM (reference mix)
W/C = 0.40; s/a = 0.40;C = 340 kg/m3; no admixtureCylindrical concrete specimens of 100 mm diameter and 200 mm height were made for assessing the hardened properties of concrete. A total of 22 independent cases and 242 specimens were investigated. The mixture proportions of all 22 cases are summarized in Table5.Table 5
Mixture proportion of concrete.
Concrete mix type
W/C
s/a
Admixture type
Unit content (kg/m3)
Admixture dosage (% weight of cement)
Cement
Sand
Aggregate
Water
M1
0.40
0.40
WR
340
721
1130
136
0.35
SP1
340
718
1125
136
1.55
SP2
340
719
1127
136
0.84
SP3
340
719
1127
136
0.94
SP4
340
719
1127
136
1.01
M2
0.40
WR
340
721
1130
136
0.47
SP1
340
716
1122
136
2.23
SP2
340
718
1125
136
1.26
SP3
340
718
1125
136
1.32
SP4
340
718
1126
136
1.31
M3
0.40
WR
340
721
1130
136
0.47
SP1
340
716
1122
136
2.23
SP2
340
718
1125
136
1.26
SP3
340
718
1125
136
1.32
SP4
340
718
1126
136
1.31
M4
0.45
SP1
340
806
1029
136
2.23
SP3
340
808
1032
136
1.32
M5
0.40
SP1
380
686
1075
152
2.23
SP3
380
688
1079
152
1.32
M6
0.40
SP1
380
686
1075
152
2.23
SP3
380
688
1079
152
1.32
RM (reference mix)
0.40
—
340
722
1132
136
—
Total number of cases = 22
Cylinders per case = 3 × 3 (compressive strengths at 7 days, 28 days, and 90 days) + 2 (splitting tensile strengths at 28 days) = 11
Total number of cylinders = 11 × 22 = 242


### 2.3. Specimen Preparation and Test Setup

All the concrete mixtures with chemical admixtures (namely, M1, M2, M3, M4, M5, and M6) were subjected to prolonged mixing. Slump tests were done for concrete mixtures subjected to prolonged mixing at 15-minute intervals as per ASTM C143. When the slump of each mixture became less than or equal to 2 cm, the mixing process was stopped, and the mixture was poured into cylindrical molds to prepare 100 mm by 200 mm cylindrical concrete specimens. After casting of concrete specimens, they were cured initially for 24 hours by covering the cylindrical molds with wet clothes and polythene to prevent moisture loss. The specimens were demolded after 24 hours of casting and then cured under water till the age of testing as per ASTM C31.The cylindrical specimens were tested for compressive strength and Young’s modulus at 7 days, 28 days, and 90 days and for splitting tensile strength at 28 days according to ASTM specifications. Prior to compressive strength test, the UPV test was conducted for unloaded water-saturated concrete specimens according to ASTM C597.


## 2.1. Material Properties

In this study, five different types of chemical admixture were used. One of the admixtures was water reducer (WR) and the rest four were superplasticizers (SP1, SP2, SP3, and SP4). All the types of chemical admixture comply with ASTM C494. The chemical and physical properties of the chemical admixtures, and their dosage ranges as recommended by the manufacturers for the best performance, are mentioned in Table1. Crushed stones were used as a coarse aggregate in concrete. The maximum size of the coarse aggregate was 19 mm. Natural river sand was used as a fine aggregate. Figure 1 shows the gradations of coarse and fine aggregates. Both the gradations of coarse and fine aggregates satisfy ASTM C33 requirements. The physical properties of coarse and fine aggregates are summarized in Tables 2 and 3, respectively. The physical properties of both coarse and fine aggregates were determined as per ASTM guidelines. CEM II/B-M 42.5 cement (as per BDS EN 197-1–2000 [17]) was used as the binding material. The cement contains 75% clinker and 25% mineral admixture including ground-granulated blast furnace slag, limestone, fly ash, and gypsum.Table 1
Properties and recommended ranges of dosage of chemical admixtures.
Chemical admixture
Composition
Appearance
Specific gravity at 25°C
Recommended dosage range (% weight of cement)
WR
Lignosulfonate based
Dark brown liquid
1.17
0.23–0.47
SP1
Sulfonated naphthalene polymer based
Dark brown liquid
1.24
0.87–2.23
SP2
Polycarboxylic ether based
Light brown liquid
1.05
0.42–1.26
SP3
Second-generation polycarboxylic ether polymer based
Light brown liquid
1.10
0.55–1.32
SP4
Organic polymer based
Dark brown liquid
1.19
0.71–1.31Figure 1
Gradations of (a) coarse aggregate (crushed stone) and (b) fine aggregate (river sand).
(a)
(b)Table 2
Properties of coarse aggregate.
Aggregate type
Specific gravity
Absorption capacity (%)
Abrasion (%) (as per ASTM C131)
SSD unit weight (kg/m3)
Fineness modulus
Crushed stone
2.56
2.39
38.30
1549
Controlled as per ASTM C33Table 3
Properties of fine aggregate.
Aggregate type
Specific gravity
Absorption capacity (%)
SSD unit weight (kg/m3)
Fineness modulus
River sand
2.45
3.30
1520
2.52


## 2.2. Mixture Proportion and Cases Studied

Seven different types of concrete mixture were prepared for this study, namely, M1, M2, M3, M4, M5, M6, and RM. The ambient temperature was 25°C ± 2°C when the mixtures were prepared. All the mixtures were prepared using a laboratory mixer having a capacity of 75 l. Each mixture was initially mixed for 5 minutes at a speed of 20 rpm to ensure its homogeneity. After that, the mixing was carried out at a speed of 6 rpm. This low rotational speed was chosen to simulate the mixing process of ready-mix concrete in truck mixer. The mixer was stopped briefly at 15-minute intervals in order to conduct slump tests. The mixing process of each concrete mixture was continued until the final slump became less than or equal to 2 cm.Each M1 concrete mixture was prepared using the average of the maximum and minimum dosages of every chemical admixture recommended by the respective manufacturer. On the other hand, M2, M3, M4, M5, and M6 mixtures were prepared using the maximum recommended dosages of admixtures. During the preparation of M1 and M2 mixtures, the entire dosage of admixture was applied with water at the beginning of mixing. However, in case of M3, M4, M5, and M6 mixtures, the total dosage of admixture was applied in two stages: at first, 2/3 of the dosage of admixture was applied with water, and the rest 1/3 was applied when the slump value of prolonged mixed concrete became less than or equal to 3 cm.In M1, M2, and M3 mixtures, the water to cement (W/C) ratio, s/a ratio, and cement content (C) were, respectively, 0.40, 0.40, and 340 kg/m3. In M4 mixture, the s/a ratio was increased to 0.45, but the W/C ratio and cement content were kept similar to M1, M2, and M3 mixtures. In M5 and M6 mixtures, the cement content was raised to 380 kg/m3 of concrete, but W/C and s/a ratios were kept, respectively, to 0.40 and 0.40. In the RM (reference mix), no chemical admixture was used, and the W/C ratio, s/a ratio, and cement content were, respectively, 0.40, 0.40, and 340 kg/m3. Prior to the preparation of each mixture, both the coarse and fine aggregates were brought to saturated surface dry (SSD) condition, so that the W/C ratio of the mix would remain unaffected.In case of M6 mixture, instead of using plain water, chilled water was used (half of the total required water (by weight) as per mix design was plain water and the rest half was ice) to keep the temperature of the concrete mix low. The initial temperature of the chilled water was 0°C ± 1°C. It should be noted that, in M4, M5, and M6 mixtures, only the two types of admixture that gave best performances in M1, M2, and M3 mixtures were used. The details of different types of mixture are presented in Table4.Table 4
Details of different types of concrete mixture.
Mix type
Details
M1
W/C = 0.40; s/a = 0.40;C = 340 kg/m3; average admixture dosage
M2
W/C = 0.40; s/a = 0.40;C = 340 kg/m3; maximum admixture dosage
M3
W/C = 0.40; s/a = 0.40;C = 340 kg/m3; maximum admixture dosage in two stages: 2/3 at the beginning and 1/3 when slump ≤ 3 cm
M4
W/C = 0.40; s/a = 0.45;C = 340 kg/m3; maximum admixture dosage in two stages: 2/3 at the beginning and 1/3 when slump ≤ 3 cm
M5
W/C = 0.40; s/a = 0.40;C = 380 kg/m3; maximum admixture dosage in two stages: 2/3 at the beginning and 1/3 when slump ≤ 3 cm
M6
W/C = 0.40; s/a = 0.40;C = 380 kg/m3; maximum admixture dosage in two stages: 2/3 at the beginning and 1/3 when slump ≤ 3 cm; chilled water used (1/2 of the total water (by weight) was ice)
RM (reference mix)
W/C = 0.40; s/a = 0.40;C = 340 kg/m3; no admixtureCylindrical concrete specimens of 100 mm diameter and 200 mm height were made for assessing the hardened properties of concrete. A total of 22 independent cases and 242 specimens were investigated. The mixture proportions of all 22 cases are summarized in Table5.Table 5
Mixture proportion of concrete.
Concrete mix type
W/C
s/a
Admixture type
Unit content (kg/m3)
Admixture dosage (% weight of cement)
Cement
Sand
Aggregate
Water
M1
0.40
0.40
WR
340
721
1130
136
0.35
SP1
340
718
1125
136
1.55
SP2
340
719
1127
136
0.84
SP3
340
719
1127
136
0.94
SP4
340
719
1127
136
1.01
M2
0.40
WR
340
721
1130
136
0.47
SP1
340
716
1122
136
2.23
SP2
340
718
1125
136
1.26
SP3
340
718
1125
136
1.32
SP4
340
718
1126
136
1.31
M3
0.40
WR
340
721
1130
136
0.47
SP1
340
716
1122
136
2.23
SP2
340
718
1125
136
1.26
SP3
340
718
1125
136
1.32
SP4
340
718
1126
136
1.31
M4
0.45
SP1
340
806
1029
136
2.23
SP3
340
808
1032
136
1.32
M5
0.40
SP1
380
686
1075
152
2.23
SP3
380
688
1079
152
1.32
M6
0.40
SP1
380
686
1075
152
2.23
SP3
380
688
1079
152
1.32
RM (reference mix)
0.40
—
340
722
1132
136
—
Total number of cases = 22
Cylinders per case = 3 × 3 (compressive strengths at 7 days, 28 days, and 90 days) + 2 (splitting tensile strengths at 28 days) = 11
Total number of cylinders = 11 × 22 = 242


## 2.3. Specimen Preparation and Test Setup

All the concrete mixtures with chemical admixtures (namely, M1, M2, M3, M4, M5, and M6) were subjected to prolonged mixing. Slump tests were done for concrete mixtures subjected to prolonged mixing at 15-minute intervals as per ASTM C143. When the slump of each mixture became less than or equal to 2 cm, the mixing process was stopped, and the mixture was poured into cylindrical molds to prepare 100 mm by 200 mm cylindrical concrete specimens. After casting of concrete specimens, they were cured initially for 24 hours by covering the cylindrical molds with wet clothes and polythene to prevent moisture loss. The specimens were demolded after 24 hours of casting and then cured under water till the age of testing as per ASTM C31.The cylindrical specimens were tested for compressive strength and Young’s modulus at 7 days, 28 days, and 90 days and for splitting tensile strength at 28 days according to ASTM specifications. Prior to compressive strength test, the UPV test was conducted for unloaded water-saturated concrete specimens according to ASTM C597.


## 3. Results and Discussions

### 3.1. Fresh Properties of Concrete

According to the JSCE 2007 guidelines for concrete [18], for normal weight ready-mix concrete, the minimum slump requirement at the place of unloading is 8 cm. Therefore, in this study, the workability of each concrete mix was judged based on the time up to which the slump value was greater than 8 cm. The more the time, the better the workability.


#### 3.1.1. Influence of Chemical Admixture Type

The slump test results of RM, M1, M2, and M3 mixtures at 15-minute intervals are presented in Figure2. Although M1, M2, and M3 concrete mixtures with sulfonated naphthalene polymer-based superplasticizer SP1 resulted in lower initial slumps compared to the mixtures with SP2 and SP3, concrete mixtures with SP1 remained workable for the longest durations. The second best performances were found for M1, M2, and M3 mixtures with second-generation polycarboxylic ether-based superplasticizer SP3. Polycarboxylic ether-based superplasticizer SP2 can be placed in the third position. However, M2 mixture with SP2 performed almost as good as M2 mixture with SP3. Concretes with organic polymer-based SP4 remained workable for shorter durations in comparison with the concretes with other types of superplasticizer. Fresh performances of concretes with superplasticizers were better in comparison with the performances of concrete mixtures with lignosulfonate-based water reducer WR. Results presented in Figure 2 also confirm that M1, M2, and M3 mixtures exhibited better performances in comparison with the reference mix RM (i.e., concrete without chemical admixture).Figure 2
Slump test results of RM, M1, M2, and M3 mixtures (W/C = 0.40, s/a = 0.40, andC = 340 kg/m3): (a) M1 = average dosage of admixture, RM = no admixture; (b) M2 = maximum dosage of admixture, RM = no admixture; (c) M3 = maximum dosage of admixture in two stages, RM = no admixture.
(a)
(b)
(c)


#### 3.1.2. Influence of Increased Dosage of Chemical Admixture

Results presented in Figure2 show that, for all the types of chemical admixture, M2 mixture remained workable for longer durations compared to M1 mixture (i.e., concrete remained workable for longer duration when the dosage of admixture was increased). For instance, in case of M2 mixture with SP3, slump became 8 cm at the end of 118.57 minutes, whereas in case of M1 concrete with SP3, slump became 8 cm at the end of 108.64 minutes.


#### 3.1.3. Influence of Two-Stage Dosage of Chemical Admixture

Figure2 shows that, irrespective of chemical admixture type, M3 mixture remained workable for longer time in comparison with M2 mixture, which implies that concrete would remain workable for longer duration when the dosage of admixture is applied in two stages instead of applying the entire dosage at the beginning of mixing.


#### 3.1.4. Influence of Sand to Aggregate Volume Ratio

The fresh performances of M3, M4, M5, and M6 concrete mixtures with sulfonated naphthalene polymer-based SP1 and second-generation polycarboxylic ether-based SP3 are presented in Figure3. For both SP1 and SP3, the slump values of M4 concrete mixture were greater than 8 cm for smaller time period compared to M3 mixture. So, the workability of fresh concrete decreased when the s/a ratio was increased from 0.40 to 0.45. The reason behind such results may be attributed to the increased volume of fine particles in concrete mix with the increase of s/a ratio. Increased volume of fine particles would increase the surface area; hence, more water would be required to wet this increased area, and consequently the workability of fresh concrete would reduce.Figure 3
Slump test results of M3, M4, M5, and M6 mixtures: (a) sulfonated naphthalene polymer-based SP1 (maximum dosage of admixture in two stages) and (b) second-generation polycarboxylic ether-based SP3 (maximum dosage of admixture in two stages).
(a)
(b)


#### 3.1.5. Influence of Cement Content

Figure3 shows that, for both SP1 and SP3, M5 concrete mixture gave slump values more than 8 cm for longer period compared to M3 concrete mixture. The results indicate that, for given W/C and s/a ratios, the workability of concrete would increase with the increase of cement content. This is because, for a given W/C ratio, the paste content in concrete mix would increase with the increase of cement content which would eventually increase the workability of concrete.


#### 3.1.6. Influence of Using Chilled Mixing Water

From Figure3 it can be seen that M6 concrete mixture with SP1 and SP3 remained workable for longer durations in comparison with M5 mixture with SP1 and SP3. It can therefore be inferred from the results that the concrete would remain workable for longer time if chilled water is used instead of plain water. The slump of M6 mixture with SP1 became 8 cm at the end of 265.71 minutes, and the slump of M6 mixture with SP3 became 8 cm at the end of 222.5 minutes.


### 3.2. Hardened Properties of Concrete

#### 3.2.1. Influence of Chemical Admixture Type

Figure4 presents the hardened properties of RM, M1, M2, and M3 concretes at the age of 28 days. In all cases, concretes with chemical admixtures resulted in higher compressive strengths, Young’s moduli, splitting tensile strengths, and UPVs compared to the concrete without chemical admixture. Concretes with sulfonated naphthalene polymer-based SP1 and second-generation polycarboxylic ether-based SP3 exhibited better hardened performances in comparison with the concretes with other types of chemical admixture. Concretes with lignosulfonate-based water reducer WR exhibited lower compressive strengths, Young’s moduli, splitting tensile strengths, and UPVs than the concretes with superplasticizers. The results comply with the conclusions drawn by Rixom and Mailvaganam [19]. Their study indicates that, for a given W/C, superplasticizers based on sulfonated naphthalene formaldehyde (SMF) and sulfonated melamine formaldehyde (SMF) impart substantially higher compressive strength to concrete in comparison with plasticizers based on lignosulfonate and hydroxycarboxylic acid.Figure 4
Hardened properties of RM, M1, M2, and M3 concretes (W/C = 0.40, s/a = 0.40, andC = 340 kg/m3) at the age of 28 days: (a) compressive strength, (b) Young's modulus, (c) splitting tensile strength, and (d) ultrasonic pulse velocity.
(a)
(b)
(c)
(d)The Bangladesh National Building Code (BNBC) 2006 [20] and JSCE 2007 guidelines for concrete [18] specify the lower limits of 28-day cylindrical compressive strength of normal weight concrete, respectively, to be 17 MPa and 18 MPa. Figure 4 shows that, in all cases, concretes with chemical admixtures satisfied the BNBC 2006 [20] and JSCE 2007 [18] requirements.


#### 3.2.2. Influence of Increased Dosage of Chemical Admixture

It can be seen from Figure4 that, for all types of chemical admixture, M2 concrete resulted in higher compressive strengths, Young’s moduli, splitting tensile strengths, and UPVs than M3 concrete. This indicates that the hardened performance of concrete would improve when the dosage of admixture is increased. However, it should be noted that, in no concrete mixture investigated in this study, the dosage of admixture was higher than the maximum dosage recommended by the respective manufacturer. The results conform to the findings obtained by Topçu and Ateşin [6] and Gagné et al. [21]. Their studies imply that, for a given W/C, the compressive strength and flexural strength of concrete increase with the increase of dosage of chemical admixture up to an optimum limit. Topçu and Ateşin [6] examined the microstructures of concretes made with lignosulfonate and naphthalenesulfonate-based chemical admixtures, by means of a scanning electron microscope (SEM). They found that when the dosage of each chemical admixture was within the optimum limit, concrete with admixture was less porous than the concrete without admixture. The reason behind concrete with admixture exhibiting less porous formations and thus providing improved hardened properties may be attributed to the improved compactibility of concrete.The present study focused on assessing the fresh and hardened performances of concrete for admixture dosages not exceeding the maximum limits suggested by respective manufacturers. Therefore, the study did not address the influence of overdosing of admixture on concrete properties. Nevertheless, the study conducted by Gagné et al. [21] suggests that dosing of admixture in concrete beyond an optimum limit may deteriorate the physical properties of concrete. This is because overdosing of chemical admixture may result in internal bleeding, which may reduce the quality of paste-aggregate interface.


#### 3.2.3. Influence of Two-Stage Dosage of Chemical Admixture

Figure4 shows that, although for some chemical admixtures, M3 concrete resulted in lower compressive strengths, Young’s moduli, splitting tensile strengths, and UPVs compared to M1 and M2 concretes; in all cases, the compressive strengths, Young’s moduli, splitting tensile strengths, and UPVs were higher than those resulted by RM concrete. Hence, it can be inferred that the hardened performance of concrete having dosage of chemical admixture applied in two stages would be better compared to the concrete without chemical admixture. However, the dosage of admixture should be within the range recommended by the manufacturer.


#### 3.2.4. Influence of Sand to Aggregate Volume Ratio

Figure5 presents the hardened properties of M3, M4, M5, and M6 concretes at the age of 28 days. For both SP1 and SP3, the compressive strengths, Young’s moduli, and splitting tensile strengths of M4 concrete were greater than those of M3 concrete. However, the UPVs of M4 concrete were lower compared to M3 concrete. The results therefore indicate that, with the increase of s/a ratio from 0.40 to 0.45, the compressive strength, Young’s modulus, and splitting tensile strength of concrete would increase, but the UPV through concrete would reduce. Similar conclusions were drawn by Lin et al. [22] and Mohammed et al. [23] based on experimental observations.Figure 5
Hardened properties of M3, M4, M5, and M6 concretes at the age of 28 days: (a) compressive strength, (b) Young's modulus, (c) splitting tensile strength, and (d) ultrasonic pulse velocity.
(a)
(b)
(c)
(d)It should be noted that, with the increase of s/a ratio from 0.40 to 0.45, the workability of prolonged mixed concrete decreased, but the compressive strength of concrete increased. Therefore, when the workability of ready-mix concrete is of primary concern, it should be kept into consideration that the s/a ratio is not too high. On the other hand, if the strength of concrete is of primary concern, the s/a ratio should not be too low.Results presented in Figure5 also show that, for both SP1 and SP3, the 28-day compressive strengths of M4, M5, and M6 concretes satisfy the minimum requirements of the BNBC 2006 [20] and JSCE 2007 [18].


#### 3.2.5. Influence of Cement Content

Figure5 shows that compressive strengths, Young’s moduli, splitting tensile strengths, and UPVs of M5 concrete were greater in comparison with M3 concrete, which implies that the hardened performance of concrete would improve if the cement content is increased.


#### 3.2.6. Influence of Using Chilled Mixing Water

Results presented in Figure5 show that the 28-day compressive strengths, Young’s moduli, splitting tensile strengths, and UPVs of M6 concrete are almost similar to those of M5 concrete. So, the 28-day hardened properties of concrete did not change significantly when chilled water was used instead of plain water. Since use of chilled mixing water would improve the workability of fresh concrete significantly (Figure 3) without compromising its performance in hardened state, it is advisable to use ice partially with water in ready-mix concrete.


#### 3.2.7. Influence of Age of Concrete

Figure6 shows the compressive strength gains with age, for different types of concrete with sulfonated naphthalene polymer-based superplasticizer SP1. Results show that, for all types of concrete, the rates of strength gain were high before 28 days, beyond 28 days, the strength gain rates became lower. The 7-day strength of M6 concrete with SP1 was slightly lower compared to that of M5 concrete, this is because the reduced temperature of fresh M6 concrete due to the use of chilled water delayed the process of strength gain at the early age [24]. However, the 28-day compressive strength of M6 concrete was comparable to that of M5 concrete and the 90-day strength of M6 concrete was slightly higher compared to M5 concrete. The results comply with the conclusions drawn by Price [25] from experimental investigation.Figure 6
Compressive strength gains of different types of concrete made with sulfonated naphthalene polymer-based SP1 with respect to age.


### 3.3. Cost Analysis

Costs of 1 m3 of concretes made with maximum recommended dosages of different types of chemical admixture and cost of 1 m3 of concrete made without admixture are shown in Figure 7. It should be noted that the costs presented in Figure 7 were calculated based on the local costs of materials used to prepare per cubic meter of concrete. From Figure 7, lignosulfonate-based water reducer WR seems to be more economical than other admixtures. On the other hand, second-generation polycarboxylic ether-based superplasticizer SP3 seems to be the most expensive one.Figure 7
Costs of 1 m3 of concretes (W/C = 0.40, s/a = 0.40, and C = 340 kg/m3) prepared with maximum recommended dosages of different types of chemical admixture.The 28-day strengths of concretes prepared with different types of chemical admixture are different. Therefore, the costs per unit 28-day compressive strength (1 MPa) of 1 m3 concretes prepared with different types of chemical admixture are presented in Figure 8. It can be seen that when the compressive strengths of concretes are taken into account, concrete mixtures with chemical admixtures are found to be more economical compared to the mixture without admixture, sulfonated naphthalene polymer-based superplasticizer SP1 is found to be the most economical admixture, and lignosulfonate-based water reducer WR is found to be the most expensive one.Figure 8
Unit strength costs of 1 m3 of concretes (W/C = 0.40, s/a = 0.40, and C = 340 kg/m3) prepared with maximum recommended dosages of different types of chemical admixture.


## 3.1. Fresh Properties of Concrete

According to the JSCE 2007 guidelines for concrete [18], for normal weight ready-mix concrete, the minimum slump requirement at the place of unloading is 8 cm. Therefore, in this study, the workability of each concrete mix was judged based on the time up to which the slump value was greater than 8 cm. The more the time, the better the workability.


### 3.1.1. Influence of Chemical Admixture Type

The slump test results of RM, M1, M2, and M3 mixtures at 15-minute intervals are presented in Figure2. Although M1, M2, and M3 concrete mixtures with sulfonated naphthalene polymer-based superplasticizer SP1 resulted in lower initial slumps compared to the mixtures with SP2 and SP3, concrete mixtures with SP1 remained workable for the longest durations. The second best performances were found for M1, M2, and M3 mixtures with second-generation polycarboxylic ether-based superplasticizer SP3. Polycarboxylic ether-based superplasticizer SP2 can be placed in the third position. However, M2 mixture with SP2 performed almost as good as M2 mixture with SP3. Concretes with organic polymer-based SP4 remained workable for shorter durations in comparison with the concretes with other types of superplasticizer. Fresh performances of concretes with superplasticizers were better in comparison with the performances of concrete mixtures with lignosulfonate-based water reducer WR. Results presented in Figure 2 also confirm that M1, M2, and M3 mixtures exhibited better performances in comparison with the reference mix RM (i.e., concrete without chemical admixture).Figure 2
Slump test results of RM, M1, M2, and M3 mixtures (W/C = 0.40, s/a = 0.40, andC = 340 kg/m3): (a) M1 = average dosage of admixture, RM = no admixture; (b) M2 = maximum dosage of admixture, RM = no admixture; (c) M3 = maximum dosage of admixture in two stages, RM = no admixture.
(a)
(b)
(c)


### 3.1.2. Influence of Increased Dosage of Chemical Admixture

Results presented in Figure2 show that, for all the types of chemical admixture, M2 mixture remained workable for longer durations compared to M1 mixture (i.e., concrete remained workable for longer duration when the dosage of admixture was increased). For instance, in case of M2 mixture with SP3, slump became 8 cm at the end of 118.57 minutes, whereas in case of M1 concrete with SP3, slump became 8 cm at the end of 108.64 minutes.


### 3.1.3. Influence of Two-Stage Dosage of Chemical Admixture

Figure2 shows that, irrespective of chemical admixture type, M3 mixture remained workable for longer time in comparison with M2 mixture, which implies that concrete would remain workable for longer duration when the dosage of admixture is applied in two stages instead of applying the entire dosage at the beginning of mixing.


### 3.1.4. Influence of Sand to Aggregate Volume Ratio

The fresh performances of M3, M4, M5, and M6 concrete mixtures with sulfonated naphthalene polymer-based SP1 and second-generation polycarboxylic ether-based SP3 are presented in Figure3. For both SP1 and SP3, the slump values of M4 concrete mixture were greater than 8 cm for smaller time period compared to M3 mixture. So, the workability of fresh concrete decreased when the s/a ratio was increased from 0.40 to 0.45. The reason behind such results may be attributed to the increased volume of fine particles in concrete mix with the increase of s/a ratio. Increased volume of fine particles would increase the surface area; hence, more water would be required to wet this increased area, and consequently the workability of fresh concrete would reduce.Figure 3
Slump test results of M3, M4, M5, and M6 mixtures: (a) sulfonated naphthalene polymer-based SP1 (maximum dosage of admixture in two stages) and (b) second-generation polycarboxylic ether-based SP3 (maximum dosage of admixture in two stages).
(a)
(b)


### 3.1.5. Influence of Cement Content

Figure3 shows that, for both SP1 and SP3, M5 concrete mixture gave slump values more than 8 cm for longer period compared to M3 concrete mixture. The results indicate that, for given W/C and s/a ratios, the workability of concrete would increase with the increase of cement content. This is because, for a given W/C ratio, the paste content in concrete mix would increase with the increase of cement content which would eventually increase the workability of concrete.


### 3.1.6. Influence of Using Chilled Mixing Water

From Figure3 it can be seen that M6 concrete mixture with SP1 and SP3 remained workable for longer durations in comparison with M5 mixture with SP1 and SP3. It can therefore be inferred from the results that the concrete would remain workable for longer time if chilled water is used instead of plain water. The slump of M6 mixture with SP1 became 8 cm at the end of 265.71 minutes, and the slump of M6 mixture with SP3 became 8 cm at the end of 222.5 minutes.


## 3.1.1. Influence of Chemical Admixture Type

The slump test results of RM, M1, M2, and M3 mixtures at 15-minute intervals are presented in Figure2. Although M1, M2, and M3 concrete mixtures with sulfonated naphthalene polymer-based superplasticizer SP1 resulted in lower initial slumps compared to the mixtures with SP2 and SP3, concrete mixtures with SP1 remained workable for the longest durations. The second best performances were found for M1, M2, and M3 mixtures with second-generation polycarboxylic ether-based superplasticizer SP3. Polycarboxylic ether-based superplasticizer SP2 can be placed in the third position. However, M2 mixture with SP2 performed almost as good as M2 mixture with SP3. Concretes with organic polymer-based SP4 remained workable for shorter durations in comparison with the concretes with other types of superplasticizer. Fresh performances of concretes with superplasticizers were better in comparison with the performances of concrete mixtures with lignosulfonate-based water reducer WR. Results presented in Figure 2 also confirm that M1, M2, and M3 mixtures exhibited better performances in comparison with the reference mix RM (i.e., concrete without chemical admixture).Figure 2
Slump test results of RM, M1, M2, and M3 mixtures (W/C = 0.40, s/a = 0.40, andC = 340 kg/m3): (a) M1 = average dosage of admixture, RM = no admixture; (b) M2 = maximum dosage of admixture, RM = no admixture; (c) M3 = maximum dosage of admixture in two stages, RM = no admixture.
(a)
(b)
(c)


## 3.1.2. Influence of Increased Dosage of Chemical Admixture

Results presented in Figure2 show that, for all the types of chemical admixture, M2 mixture remained workable for longer durations compared to M1 mixture (i.e., concrete remained workable for longer duration when the dosage of admixture was increased). For instance, in case of M2 mixture with SP3, slump became 8 cm at the end of 118.57 minutes, whereas in case of M1 concrete with SP3, slump became 8 cm at the end of 108.64 minutes.


## 3.1.3. Influence of Two-Stage Dosage of Chemical Admixture

Figure2 shows that, irrespective of chemical admixture type, M3 mixture remained workable for longer time in comparison with M2 mixture, which implies that concrete would remain workable for longer duration when the dosage of admixture is applied in two stages instead of applying the entire dosage at the beginning of mixing.


## 3.1.4. Influence of Sand to Aggregate Volume Ratio

The fresh performances of M3, M4, M5, and M6 concrete mixtures with sulfonated naphthalene polymer-based SP1 and second-generation polycarboxylic ether-based SP3 are presented in Figure3. For both SP1 and SP3, the slump values of M4 concrete mixture were greater than 8 cm for smaller time period compared to M3 mixture. So, the workability of fresh concrete decreased when the s/a ratio was increased from 0.40 to 0.45. The reason behind such results may be attributed to the increased volume of fine particles in concrete mix with the increase of s/a ratio. Increased volume of fine particles would increase the surface area; hence, more water would be required to wet this increased area, and consequently the workability of fresh concrete would reduce.Figure 3
Slump test results of M3, M4, M5, and M6 mixtures: (a) sulfonated naphthalene polymer-based SP1 (maximum dosage of admixture in two stages) and (b) second-generation polycarboxylic ether-based SP3 (maximum dosage of admixture in two stages).
(a)
(b)


## 3.1.5. Influence of Cement Content

Figure3 shows that, for both SP1 and SP3, M5 concrete mixture gave slump values more than 8 cm for longer period compared to M3 concrete mixture. The results indicate that, for given W/C and s/a ratios, the workability of concrete would increase with the increase of cement content. This is because, for a given W/C ratio, the paste content in concrete mix would increase with the increase of cement content which would eventually increase the workability of concrete.


## 3.1.6. Influence of Using Chilled Mixing Water

From Figure3 it can be seen that M6 concrete mixture with SP1 and SP3 remained workable for longer durations in comparison with M5 mixture with SP1 and SP3. It can therefore be inferred from the results that the concrete would remain workable for longer time if chilled water is used instead of plain water. The slump of M6 mixture with SP1 became 8 cm at the end of 265.71 minutes, and the slump of M6 mixture with SP3 became 8 cm at the end of 222.5 minutes.


## 3.2. Hardened Properties of Concrete

### 3.2.1. Influence of Chemical Admixture Type

Figure4 presents the hardened properties of RM, M1, M2, and M3 concretes at the age of 28 days. In all cases, concretes with chemical admixtures resulted in higher compressive strengths, Young’s moduli, splitting tensile strengths, and UPVs compared to the concrete without chemical admixture. Concretes with sulfonated naphthalene polymer-based SP1 and second-generation polycarboxylic ether-based SP3 exhibited better hardened performances in comparison with the concretes with other types of chemical admixture. Concretes with lignosulfonate-based water reducer WR exhibited lower compressive strengths, Young’s moduli, splitting tensile strengths, and UPVs than the concretes with superplasticizers. The results comply with the conclusions drawn by Rixom and Mailvaganam [19]. Their study indicates that, for a given W/C, superplasticizers based on sulfonated naphthalene formaldehyde (SMF) and sulfonated melamine formaldehyde (SMF) impart substantially higher compressive strength to concrete in comparison with plasticizers based on lignosulfonate and hydroxycarboxylic acid.Figure 4
Hardened properties of RM, M1, M2, and M3 concretes (W/C = 0.40, s/a = 0.40, andC = 340 kg/m3) at the age of 28 days: (a) compressive strength, (b) Young's modulus, (c) splitting tensile strength, and (d) ultrasonic pulse velocity.
(a)
(b)
(c)
(d)The Bangladesh National Building Code (BNBC) 2006 [20] and JSCE 2007 guidelines for concrete [18] specify the lower limits of 28-day cylindrical compressive strength of normal weight concrete, respectively, to be 17 MPa and 18 MPa. Figure 4 shows that, in all cases, concretes with chemical admixtures satisfied the BNBC 2006 [20] and JSCE 2007 [18] requirements.


### 3.2.2. Influence of Increased Dosage of Chemical Admixture

It can be seen from Figure4 that, for all types of chemical admixture, M2 concrete resulted in higher compressive strengths, Young’s moduli, splitting tensile strengths, and UPVs than M3 concrete. This indicates that the hardened performance of concrete would improve when the dosage of admixture is increased. However, it should be noted that, in no concrete mixture investigated in this study, the dosage of admixture was higher than the maximum dosage recommended by the respective manufacturer. The results conform to the findings obtained by Topçu and Ateşin [6] and Gagné et al. [21]. Their studies imply that, for a given W/C, the compressive strength and flexural strength of concrete increase with the increase of dosage of chemical admixture up to an optimum limit. Topçu and Ateşin [6] examined the microstructures of concretes made with lignosulfonate and naphthalenesulfonate-based chemical admixtures, by means of a scanning electron microscope (SEM). They found that when the dosage of each chemical admixture was within the optimum limit, concrete with admixture was less porous than the concrete without admixture. The reason behind concrete with admixture exhibiting less porous formations and thus providing improved hardened properties may be attributed to the improved compactibility of concrete.The present study focused on assessing the fresh and hardened performances of concrete for admixture dosages not exceeding the maximum limits suggested by respective manufacturers. Therefore, the study did not address the influence of overdosing of admixture on concrete properties. Nevertheless, the study conducted by Gagné et al. [21] suggests that dosing of admixture in concrete beyond an optimum limit may deteriorate the physical properties of concrete. This is because overdosing of chemical admixture may result in internal bleeding, which may reduce the quality of paste-aggregate interface.


### 3.2.3. Influence of Two-Stage Dosage of Chemical Admixture

Figure4 shows that, although for some chemical admixtures, M3 concrete resulted in lower compressive strengths, Young’s moduli, splitting tensile strengths, and UPVs compared to M1 and M2 concretes; in all cases, the compressive strengths, Young’s moduli, splitting tensile strengths, and UPVs were higher than those resulted by RM concrete. Hence, it can be inferred that the hardened performance of concrete having dosage of chemical admixture applied in two stages would be better compared to the concrete without chemical admixture. However, the dosage of admixture should be within the range recommended by the manufacturer.


### 3.2.4. Influence of Sand to Aggregate Volume Ratio

Figure5 presents the hardened properties of M3, M4, M5, and M6 concretes at the age of 28 days. For both SP1 and SP3, the compressive strengths, Young’s moduli, and splitting tensile strengths of M4 concrete were greater than those of M3 concrete. However, the UPVs of M4 concrete were lower compared to M3 concrete. The results therefore indicate that, with the increase of s/a ratio from 0.40 to 0.45, the compressive strength, Young’s modulus, and splitting tensile strength of concrete would increase, but the UPV through concrete would reduce. Similar conclusions were drawn by Lin et al. [22] and Mohammed et al. [23] based on experimental observations.Figure 5
Hardened properties of M3, M4, M5, and M6 concretes at the age of 28 days: (a) compressive strength, (b) Young's modulus, (c) splitting tensile strength, and (d) ultrasonic pulse velocity.
(a)
(b)
(c)
(d)It should be noted that, with the increase of s/a ratio from 0.40 to 0.45, the workability of prolonged mixed concrete decreased, but the compressive strength of concrete increased. Therefore, when the workability of ready-mix concrete is of primary concern, it should be kept into consideration that the s/a ratio is not too high. On the other hand, if the strength of concrete is of primary concern, the s/a ratio should not be too low.Results presented in Figure5 also show that, for both SP1 and SP3, the 28-day compressive strengths of M4, M5, and M6 concretes satisfy the minimum requirements of the BNBC 2006 [20] and JSCE 2007 [18].


### 3.2.5. Influence of Cement Content

Figure5 shows that compressive strengths, Young’s moduli, splitting tensile strengths, and UPVs of M5 concrete were greater in comparison with M3 concrete, which implies that the hardened performance of concrete would improve if the cement content is increased.


### 3.2.6. Influence of Using Chilled Mixing Water

Results presented in Figure5 show that the 28-day compressive strengths, Young’s moduli, splitting tensile strengths, and UPVs of M6 concrete are almost similar to those of M5 concrete. So, the 28-day hardened properties of concrete did not change significantly when chilled water was used instead of plain water. Since use of chilled mixing water would improve the workability of fresh concrete significantly (Figure 3) without compromising its performance in hardened state, it is advisable to use ice partially with water in ready-mix concrete.


### 3.2.7. Influence of Age of Concrete

Figure6 shows the compressive strength gains with age, for different types of concrete with sulfonated naphthalene polymer-based superplasticizer SP1. Results show that, for all types of concrete, the rates of strength gain were high before 28 days, beyond 28 days, the strength gain rates became lower. The 7-day strength of M6 concrete with SP1 was slightly lower compared to that of M5 concrete, this is because the reduced temperature of fresh M6 concrete due to the use of chilled water delayed the process of strength gain at the early age [24]. However, the 28-day compressive strength of M6 concrete was comparable to that of M5 concrete and the 90-day strength of M6 concrete was slightly higher compared to M5 concrete. The results comply with the conclusions drawn by Price [25] from experimental investigation.Figure 6
Compressive strength gains of different types of concrete made with sulfonated naphthalene polymer-based SP1 with respect to age.


## 3.2.1. Influence of Chemical Admixture Type

Figure4 presents the hardened properties of RM, M1, M2, and M3 concretes at the age of 28 days. In all cases, concretes with chemical admixtures resulted in higher compressive strengths, Young’s moduli, splitting tensile strengths, and UPVs compared to the concrete without chemical admixture. Concretes with sulfonated naphthalene polymer-based SP1 and second-generation polycarboxylic ether-based SP3 exhibited better hardened performances in comparison with the concretes with other types of chemical admixture. Concretes with lignosulfonate-based water reducer WR exhibited lower compressive strengths, Young’s moduli, splitting tensile strengths, and UPVs than the concretes with superplasticizers. The results comply with the conclusions drawn by Rixom and Mailvaganam [19]. Their study indicates that, for a given W/C, superplasticizers based on sulfonated naphthalene formaldehyde (SMF) and sulfonated melamine formaldehyde (SMF) impart substantially higher compressive strength to concrete in comparison with plasticizers based on lignosulfonate and hydroxycarboxylic acid.Figure 4
Hardened properties of RM, M1, M2, and M3 concretes (W/C = 0.40, s/a = 0.40, andC = 340 kg/m3) at the age of 28 days: (a) compressive strength, (b) Young's modulus, (c) splitting tensile strength, and (d) ultrasonic pulse velocity.
(a)
(b)
(c)
(d)The Bangladesh National Building Code (BNBC) 2006 [20] and JSCE 2007 guidelines for concrete [18] specify the lower limits of 28-day cylindrical compressive strength of normal weight concrete, respectively, to be 17 MPa and 18 MPa. Figure 4 shows that, in all cases, concretes with chemical admixtures satisfied the BNBC 2006 [20] and JSCE 2007 [18] requirements.


## 3.2.2. Influence of Increased Dosage of Chemical Admixture

It can be seen from Figure4 that, for all types of chemical admixture, M2 concrete resulted in higher compressive strengths, Young’s moduli, splitting tensile strengths, and UPVs than M3 concrete. This indicates that the hardened performance of concrete would improve when the dosage of admixture is increased. However, it should be noted that, in no concrete mixture investigated in this study, the dosage of admixture was higher than the maximum dosage recommended by the respective manufacturer. The results conform to the findings obtained by Topçu and Ateşin [6] and Gagné et al. [21]. Their studies imply that, for a given W/C, the compressive strength and flexural strength of concrete increase with the increase of dosage of chemical admixture up to an optimum limit. Topçu and Ateşin [6] examined the microstructures of concretes made with lignosulfonate and naphthalenesulfonate-based chemical admixtures, by means of a scanning electron microscope (SEM). They found that when the dosage of each chemical admixture was within the optimum limit, concrete with admixture was less porous than the concrete without admixture. The reason behind concrete with admixture exhibiting less porous formations and thus providing improved hardened properties may be attributed to the improved compactibility of concrete.The present study focused on assessing the fresh and hardened performances of concrete for admixture dosages not exceeding the maximum limits suggested by respective manufacturers. Therefore, the study did not address the influence of overdosing of admixture on concrete properties. Nevertheless, the study conducted by Gagné et al. [21] suggests that dosing of admixture in concrete beyond an optimum limit may deteriorate the physical properties of concrete. This is because overdosing of chemical admixture may result in internal bleeding, which may reduce the quality of paste-aggregate interface.


## 3.2.3. Influence of Two-Stage Dosage of Chemical Admixture

Figure4 shows that, although for some chemical admixtures, M3 concrete resulted in lower compressive strengths, Young’s moduli, splitting tensile strengths, and UPVs compared to M1 and M2 concretes; in all cases, the compressive strengths, Young’s moduli, splitting tensile strengths, and UPVs were higher than those resulted by RM concrete. Hence, it can be inferred that the hardened performance of concrete having dosage of chemical admixture applied in two stages would be better compared to the concrete without chemical admixture. However, the dosage of admixture should be within the range recommended by the manufacturer.


## 3.2.4. Influence of Sand to Aggregate Volume Ratio

Figure5 presents the hardened properties of M3, M4, M5, and M6 concretes at the age of 28 days. For both SP1 and SP3, the compressive strengths, Young’s moduli, and splitting tensile strengths of M4 concrete were greater than those of M3 concrete. However, the UPVs of M4 concrete were lower compared to M3 concrete. The results therefore indicate that, with the increase of s/a ratio from 0.40 to 0.45, the compressive strength, Young’s modulus, and splitting tensile strength of concrete would increase, but the UPV through concrete would reduce. Similar conclusions were drawn by Lin et al. [22] and Mohammed et al. [23] based on experimental observations.Figure 5
Hardened properties of M3, M4, M5, and M6 concretes at the age of 28 days: (a) compressive strength, (b) Young's modulus, (c) splitting tensile strength, and (d) ultrasonic pulse velocity.
(a)
(b)
(c)
(d)It should be noted that, with the increase of s/a ratio from 0.40 to 0.45, the workability of prolonged mixed concrete decreased, but the compressive strength of concrete increased. Therefore, when the workability of ready-mix concrete is of primary concern, it should be kept into consideration that the s/a ratio is not too high. On the other hand, if the strength of concrete is of primary concern, the s/a ratio should not be too low.Results presented in Figure5 also show that, for both SP1 and SP3, the 28-day compressive strengths of M4, M5, and M6 concretes satisfy the minimum requirements of the BNBC 2006 [20] and JSCE 2007 [18].


## 3.2.5. Influence of Cement Content

Figure5 shows that compressive strengths, Young’s moduli, splitting tensile strengths, and UPVs of M5 concrete were greater in comparison with M3 concrete, which implies that the hardened performance of concrete would improve if the cement content is increased.


## 3.2.6. Influence of Using Chilled Mixing Water

Results presented in Figure5 show that the 28-day compressive strengths, Young’s moduli, splitting tensile strengths, and UPVs of M6 concrete are almost similar to those of M5 concrete. So, the 28-day hardened properties of concrete did not change significantly when chilled water was used instead of plain water. Since use of chilled mixing water would improve the workability of fresh concrete significantly (Figure 3) without compromising its performance in hardened state, it is advisable to use ice partially with water in ready-mix concrete.


## 3.2.7. Influence of Age of Concrete

Figure6 shows the compressive strength gains with age, for different types of concrete with sulfonated naphthalene polymer-based superplasticizer SP1. Results show that, for all types of concrete, the rates of strength gain were high before 28 days, beyond 28 days, the strength gain rates became lower. The 7-day strength of M6 concrete with SP1 was slightly lower compared to that of M5 concrete, this is because the reduced temperature of fresh M6 concrete due to the use of chilled water delayed the process of strength gain at the early age [24]. However, the 28-day compressive strength of M6 concrete was comparable to that of M5 concrete and the 90-day strength of M6 concrete was slightly higher compared to M5 concrete. The results comply with the conclusions drawn by Price [25] from experimental investigation.Figure 6
Compressive strength gains of different types of concrete made with sulfonated naphthalene polymer-based SP1 with respect to age.


## 3.3. Cost Analysis

Costs of 1 m3 of concretes made with maximum recommended dosages of different types of chemical admixture and cost of 1 m3 of concrete made without admixture are shown in Figure 7. It should be noted that the costs presented in Figure 7 were calculated based on the local costs of materials used to prepare per cubic meter of concrete. From Figure 7, lignosulfonate-based water reducer WR seems to be more economical than other admixtures. On the other hand, second-generation polycarboxylic ether-based superplasticizer SP3 seems to be the most expensive one.Figure 7
Costs of 1 m3 of concretes (W/C = 0.40, s/a = 0.40, and C = 340 kg/m3) prepared with maximum recommended dosages of different types of chemical admixture.The 28-day strengths of concretes prepared with different types of chemical admixture are different. Therefore, the costs per unit 28-day compressive strength (1 MPa) of 1 m3 concretes prepared with different types of chemical admixture are presented in Figure 8. It can be seen that when the compressive strengths of concretes are taken into account, concrete mixtures with chemical admixtures are found to be more economical compared to the mixture without admixture, sulfonated naphthalene polymer-based superplasticizer SP1 is found to be the most economical admixture, and lignosulfonate-based water reducer WR is found to be the most expensive one.Figure 8
Unit strength costs of 1 m3 of concretes (W/C = 0.40, s/a = 0.40, and C = 340 kg/m3) prepared with maximum recommended dosages of different types of chemical admixture.


## 4. Conclusions

From the scope of this investigation, the following conclusions can be drawn:(1)
Sulfonated naphthalene polymer-based superplasticizer shows best performance in improving workability of fresh concrete in comparison with other chemical admixtures. Second-generation polycarboxylic ether-based superplasticizer can be categorized as the second best chemical admixture in improving workability of fresh concrete.(2)
Concretes made with sulfonated naphthalene polymer-based superplasticizer and second-generation polycarboxylic ether-based superplasticizer exhibit higher compressive strengths, splitting tensile strengths, Young’s moduli, and UPVs than concretes prepared with other admixtures.(3)
Superplasticizers show better performances in improving fresh and hardened properties of concrete compared to water reducers.(4)
The compressive strength of concrete increases with increase of admixture dosage, when the dosage of admixture is within the range recommended by the manufacturer.(5)
Applying dosage of chemical admixture in two stages helps to keep concrete workable for longer duration compared to applying the same dosage of admixture at the beginning of mixing process.(6)
Workability of fresh concrete decreases with the increase of s/a ratio from 0.40 to 0.45. However, the compressive strength of concrete increases when the s/a ratio is increased from 0.40 to 0.45.(7)
If chilled water is used in concrete mix, it remains workable for longer period in comparison with the concrete mix with plain water. Use of chilled water in fresh concrete causes reduction in early concrete strength but improves the long-term strength property of concrete.(8)
Unit strength cost of concrete made with sulfonated naphthalene polymer-based superplasticizer is lower compared to other chemical admixtures.



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*Source: 9187627-2017-12-17.xml*