# The Effect of Accelerators and Mix Constituents on the High Early Strength Concrete Properties

Authors: V. M. Sounthararajan; A. Sivakumar
Journal: ISRN Civil Engineering
 (2012)

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## Abstract

The present research study focused on the high early strength concrete properties that can be produced with large replacement of cement by fly ash. Also, the effects of adding fibres on the compressive strength gain and early age strength gain properties are determined. Tests were conducted on different high strength concrete specimens, where fly ash was substituted for cement up to 50%. Different types of concrete specimens were casted and tested for different fine-to-coarse aggregate ratio, metallic fibre content, cement-to-total-aggregate ratio, and accelerator dosage. The test results indicated that high early strength concrete (50.7 MPa at 7 days) was obtained for higher F/C ratio of 0.8, C/TA ratio of 0.24, and higher dosage level of steel fibre at 1.5%.


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## Body

## 1. Introduction

High-early-strength-based cementitious materials are of vital importance for the present expanding civil infrastructure. However, the deterioration of civil infrastructure all over the world has led to the realization that cementitious materials must be improved in terms of their engineering property and durability. The use of admixtures such as fly ash has little effect on pozzolanic properties to improve the engineering properties of fly-ash-substituted concrete. In a structural concrete durability should be high, as presented by water-to-binder ratio (W/B). A concrete structure is said to be durable if it withstands the conditions for which it has been designed, without deterioration for the entire period of life [1–5]. However, use of chlorides may cause corrosion in steel reinforcing and is prohibited in some countries, so that calcium nitrates can be potentially used to achieve high early strength concrete. These techniques are especially useful in the prefabrication industry, wherein high early age strength enables the removal of the formwork within 24 hours, thereby reducing the cycle time, resulting in cost-saving benefits [6].  Pozzolana increases the later age strength of concrete as it reacts with calcium hydroxide and turns it into calcium-silicate-hydrates (C-S-H). However, Portland pozzolana cements have higher activation energy and, therefore, their rate of hydration is lower as compared to ordinary Portland cements [7]. In a similar context, the addition of steel fibers improves the concrete matrix in all mechanical properties of concrete such as compressive strength, spilt tensile strength, flexural strength, and toughness. Steel-fiber-reinforced concrete is made for cement-based composite material reinforced with randomly distributed steel fibers diameter. It contains pozzolans and admixtures commonly used in pavement construction in civil works [8]. In this similar area of research, it can be observed from earlier studies that the durability properties of concrete is not affected in the case of high early age strength gain in concrete [9]. Also, the addition of mineral and chemical admixtures contributed towards the increase in the rate of strength gain and showed an improvement in the 1 day compressive strength upto 30 MPa which can be sufficient for early removal of formwork [10, 11]. It can be noted that both compressive strength and UPV of all the samples increased especially for samples containing fly ash. The relationship between UPV and compressive strength was found to be exponential for mineral admixtures [12]. The nondestructive testing using ultrasonic testing technique was further extended to study the steel-fiber-reinforced cementitious materials to predict the influence of volume fraction and fibre geometry on the engineering properties of concrete. The present study is aimed at exploring the strength characteristics of cementitious system, containing steel fibers, fly ash, and accelerator at different dosages. Also, the rate of hardening was monitored using a portable ultrasonic pulse velocity tester.


## 2. Materials and Experimental Methods

Ordinary Portland cement of 53 grade having 28-day compressive strength of 54.9 MPa, satisfying the requirements of IS: 12269-1987 was used. The specific gravity of cement was found to be 3.12. Fine aggregates obtained from locally available river sand passing through 4.75 mm IS sieve conforming to grading zone II of IS: 383-1978 was used. It has fineness modulus of 2.60, a specific gravity of 2.69, and water absorption of 0.97% at 24 hours. Coarse aggregates of crushed blue granite stone with 12.5 mm maximum size conforming to IS: 383-1978 was used. The specific gravity was found to be 2.75, fineness modulus 6.5, and water absorption 0.62% at 24 hours. A sulphonated naphthalene formaldehyde based superpalsticizer was used in the study which conforms to ASTM type F and IS: 9103-1999. Specific gravity of SNF was 1.20. Fibers conforming to ASTM A820-01 were used, end hooked steel fibers were used  at dosage levels of 0.5 and 1.5% by volume fraction of concrete,  the  diameter of steel fibres was 0.5 mm, length was 30 mm and its aspect ratio (l/d) of 60, ultimate tensile strength was 900 MPa, and elastic modulus was 210 GPa. An accelerator was used to obtain a high early strength concrete at dosage level of 1% by weight of cement. The concrete mixture proportions used in the study are provided in Table1.  The total 16 different concrete mixtures were proportioned based on the cement-to-total-aggregate ratio (C/TA) 0.24 and 0.26, water-to-cement ratio (W/C) 0.3 and 0.4, and fine-to-coarse-aggregate ratio (F/C) 0.6 and 0.8. The concrete mixtures were mixed using a 40-liter container with  tilting  drum type mixer, and specimens were cast using steel mould, the standard cube (100 × 100 × 100 mm) moulds, and cylinders (100 mm diameter × 200 mm height)  and compacted with table vibrator. For each mix at least three specimens were remoulded 24 hours after casting and water-cured at 27±2°C until the age of testing of 1, 3, 7, 14, 28, and 56 days.  All the specimens were cured in the same curing tank to maintain uniform curing for all the specimens.Table 1
Mixture proportions of various concrete mixes.
Mix Id
W/C ratio
F/C ratio
C/TA ratio
Flyash %
Fibres %
Accelerator
Cement
Fine aggregate
Coarse aggregate
water
Kg/m3
Kg/m3
Kg/m3
Kg/m3
M1A1
0.3
0.6
0.26
25
0.5
1
473
672
1113
142
M1A2
0.3
0.6
0.26
50
0.5
1
473
672
1113
142
M1A3
0.3
0.6
0.26
25
1.5
1
473
672
1113
142
M1A4
0.3
0.6
0.26
50
1.5
1
473
672
1113
142
M2B1
0.3
0.8
0.24
25
0.5
1
433
815
1019
130
M2B2
0.3
0.8
0.24
50
0.5
1
433
815
1019
130
M2B3
0.3
0.8
0.24
25
1.5
1
433
815
1019
130
M2B4
0.3
0.8
0.24
50
1.5
1
433
815
1019
130
M3C1
0.4
0.6
0.26
25
0.5
1
473
672
1113
142
M3C2
0.4
0.6
0.26
50
0.5
1
473
672
1113
142
M3C3
0.4
0.6
0.26
25
1.5
1
473
672
1113
142
M3C4
0.4
0.6
0.26
50
1.5
1
473
672
1113
142
M4D1
0.4
0.8
0.24
25
0.5
1
433
815
1019
130
M4D2
0.4
0.8
0.24
50
0.5
1
433
815
1019
130
M4D3
0.4
0.8
0.24
25
1.5
1
433
815
1019
130
M4D4
0.4
0.8
0.24
50
1.5
1
433
815
1019
130


## 3.  Experimental Test Results and Discussions

The compressive test results of different concrete mixtures are given in Tables2 and 3 and shown in Figures 1, 2, 3, 4, and 5. It can be observed that compared to control concrete all the concrete composites containing metallic fibre content showed higher strength. It can also be noted that the variables such as cement-to-aggregate-ratio and fine to coarse-aggregate-ratio affected the compressive properties greatly when the W/C ratio was 0.3 as observed in Figure 1. Similarly it can be seen from Figures 2 and 5, that compared to 0.3 W/C ratio, 0.4 W/C showed higher strength due to higher F/C (0.8) ratio, whereas the C/TA (0.24) was lower than the lower W/C (0.3) ratio.  Also, the same trend was observed for the controlled concrete mix, which resulted in marginal increase in the compressive strength for W/C and C/TA ratio. Also it is well noted that higher F/C ratio used in concrete resulted in higher strength. This can be justified based on the fact that both the parameters C/TA and F/C ratio have significant effect on the improvement the rate of strength gain (as observed in Figures 6, 7, 8, and 9).  This can lead to delayed cracking in concrete upon loading. The split tensile properties further showed similar trend as that of compressive strength. The test results on the early age hardening in few hours after demoulding the concrete specimens were recorded and are shown in Table 4. The ultrasonic test results values showed that the strength gain after 1 day exhibited a good increase in pulse velocity and satisfied the IS 13311 (shown in Figure 10). This essentially shows that the good quality concrete was obtained at much earlier period of curing with the addition of accelerator and fibres.Table 2
Compressive strength results of different fibre concretes.
Mix Id
W/C ratio
F/C ratio
Flyash  %
Fibres %
Accelerator %
Average compressive strength (MPa)
% gain in 7-day
gain in 14-day
% gain in 56-day
Average spilt tensile strength (MPa)28 days
7 days
14 days
28 days
56 days
strength compared to 28-day
strength compared to 28-day
strength compared to 28-day
M1A1
0.3
0.6
25
0.5
1
41.5
48.7
51.3
52.7
81
95
97
3.61
M1A2
0.3
0.6
50
0.5
1
34.3
41.2
46.25
49.4
74
89
94
3.27
M1A3
0.3
0.6
25
1.5
1
46.5
52.1
53.4
54.1
87
98
99
3.58
M1A4
0.3
0.6
50
1.5
1
34.9
36.6
43.9
44.5
79
83
99
3.15
M2B1
0.3
0.8
25
0.5
1
43.1
44.7
47.1
47.8
97
97
97
3.36
M2B2
0.3
0.8
50
0.5
1
34.3
45.9
49.4
50.3
69
93
98
3.24
M2B3
0.3
0.8
25
1.5
1
50.7
52.8
54.9
55.1
92
96
100
3.6
M2B4
0.3
0.8
50
1.5
1
33.8
39.6
43.2
43.9
78
92
98
3.18
M3C1
0.4
0.6
25
0.5
1
37.5
42.4
46.8
47.2
80
91
99
3.21
M3C2
0.4
0.6
50
0.5
1
32.3
37.3
42.4
43.1
76
88
98
3.17
M3C3
0.4
0.6
25
1.5
1
33.6
38.9
44.6
45.4
75
87
98
3.28
M3C4
0.4
0.6
50
1.5
1
32.2
36.4
41.7
43.2
77
87
97
3.27
M4D1
0.4
0.8
25
0.5
1
36.7
41.2
46.8
48.1
78
88
97
3.24
M4D2
0.4
0.8
50
0.5
1
31.5
35.8
41.4
44.5
76
86
93
3.32
M4D3
0.4
0.8
25
1.5
1
32.6
36
42.4
44.1
77
85
96
3.17
M4D4
0.4
0.8
50
1.5
1
30.4
32.5
40.2
42.1
76
81
95
3.15Table 3
Compressive strength of control concrete mixtures for 7, 14, 28, and 56 days.
Mix Id
W/C ratio
F/C ratio
C/TA ratio
Average compressive strength (MPa)
% gain in 7-day strength compared to 28-day
% gain in 14-day strength compared to 28-day
% gain in 28-day strength compared to 56-day
7 days
14 days
28 days
56 days
M1
0.3
0.6
0.26
35.4
37.5
41.5
42.8
99
95
94
M2
0.3
0.8
0.24
39.7
40.1
42.3
45.2
94
90
97
M3
0.4
0.6
0.26
31.2
32.4
36.7
39.5
96
88
93
M4
0.4
0.8
0.24
33.4
36.1
40.1
41.9
93
90
96Table 4
Ultrasonic pulse velocity (m/sec) measurements for various concretes.
Mix Id
Curing days
1st day
3rd day
7th day
14th day
28th day
56th day
M1A1
3840
4080
4400
4420
4550
4720
M1A2
3860
4120
4370
4510
4605
4760
M1A3
3650
3940
4280
4560
4570
4700
M1A4
3340
3620
4240
4520
4560
4580
M2B1
3200
3400
3980
4130
4455
4610
M2B2
3680
3820
4010
4200
4450
4510
M2B3
3750
3970
4310
4550
4580
4600
M2B4
3980
4040
4280
4430
4590
4610
M3C1
3670
3980
4375
4450
4500
4590
M3C2
3410
3780
3950
4010
4460
4620
M3C3
3270
3530
3740
4220
4415
4480
M3C4
3870
3960
4080
4370
4510
4480
M4D1
3530
3940
4190
4070
4460
4630
M4D2
3470
3640
3930
4410
4520
4610
M4D3
3590
3610
4020
4470
4510
4410
M4D4
3560
3680
3970
4100
4280
4520Figure 1
Compressive strength of concrete at 25% fly ash for different mixture proportions.Figure 2
Compressive strength of concrete at 50% fly ash for different mixture proportions.Figure 3
Compressive strength of concrete at 25% fly ash for different mixture proportions.Figure 4
Compressive strength of concrete at 50% fly ash for different mixture proportions.Figure 5
Compressive strength for different mix proportions of controlled concretes.Figure 6
Percentage strength gain at 25% fly ash for different mixture proportions.Figure 7
Percentage strength gain at 50% fly ash for different mixture proportions.Figure 8
Percentage strength gain at 25% fly ash for different mixture proportions.Figure 9
Percentage strength gain at 50% fly ash for different mixture proportions.Figure 10
Ultrasonic pulse velocity for different mixture proportions of concrete.


## 4. Conclusions

Based on the above experimental investigation, the following conclusions can be drawn.(i)
The use of class F flyash and accelerator showed that early age setting properties of concrete can be more useful where high early fast track concreting is required.  Also, the addition of metallic content has significant effect on the compressive and split tensile properties of concrete.(ii)
The careful selection of different variables such as cement-to-aggregate-ratio and fine to coarse-aggregate-ratio has significant effect as well as cement-to-aggregate-ratio which provided greater improvements in the mechanical properties of concrete.(iii)
It is clearly evident that early strength gain in concrete is a function of low water-cement-ratio, F/C ratio, accelerator dosage, and cement-to-total-aggregate ratio. Cement replacement up to 50% fly ash showed early age strength gain slightly lower than concrete made with 25% fly ash. Therefore, concrete mixes containing class F ash can be used up to 50% safely to produce high early strength concrete for precast products.(iv)
It was observed from the test results that the higher strength was obtained for W/C ratio 0.3, F/C ratio 0.8, and C/TA ratio 0.24 with metallic content 1.5% from which the compressive strength at 28 days was 54.9 MPa and a similar trend was noted for lower W/C ratio of 0.3, F/C ratio 0.6, and C/TA ratio 0.26 with higher metallic content 1.5% from which the test result value for 28 days was 53.4 MPa. It can be concluded that higher fine-to-coarse-aggregates ratio and metallic fiber content up to 1.5% showed higher strength. The addition of accelerator has direct effect on the early strength gain and resulted in attaining the 28 days in a short duration of 7 days.



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*Source: 103534-2012-07-15.xml*