Scholarly article on topic 'The Compressive Strength of High-Performance Concrete and Ultrahigh-Performance'

The Compressive Strength of High-Performance Concrete and Ultrahigh-Performance Academic research paper on "Civil engineering"

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Academic research paper on topic "The Compressive Strength of High-Performance Concrete and Ultrahigh-Performance"

Hindawi Publishing Corporation Advances in Materials Science and Engineering Volume 2012, Article ID 361857, 7 pages doi:10.1155/2012/361857

Research Article

The Compressive Strength of High-Performance Concrete and Ultrahigh-Performance

E. H. Kadri,1 S. Aggoun,1 S. Kenai,2 and A. Kaci1

1 Laboratory L2MGC, University of Cergy Pontoise, Rue Eragny Neuville sur Oise, Cergy-Pontoise 9500, France

2 Geomaterials Laboratory, University ofBlida, P. O. Box 270, Blida, Algeria

Correspondence should be addressed to E. H. Kadri, Received 28 November 2011; Accepted 22 February 2012 Academic Editor: Nai-Qian Feng

Copyright © 2012 E. H. Kadri et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

The compressive strength of silica fume concretes was investigated at low water-cementitious materials ratios with a naphthalene sulphonate superplasticizer. The results show that partial cement replacement up to 20% produce, higher compressive strengths than control concretes, nevertheless the strength gain is less than 15%. In this paper we propose a model to evaluate the compressive strength of silica fume concrete at any time. The model is related to the water-cementitious materials and silica-cement ratios. Taking into account the author's and other researchers' experimental data, the accuracy of the proposed model is better than 5%.

1. Introduction

The use of silica fume in combination with a superplasticizer is now a usual way to obtain high-strength concretes. The improvement of mechanical properties of concretes with silica fume accounts for the increasing consumption of this admixture in concrete. Furthermore, apart from mechanical properties, the durability of high-performance concretes concerning the most common harmful ions (sulfate, chloride, and seawater) is also improved; indeed the reduction of permeability which is due to the more compact microstructure of concrete slows down the diffusion of ions. Nevertheless various authors point out some drawbacks regarding the use of silica fume in concretes. Among these, the loss of plasticity during the production of concrete and the great sensitivity to plastic shrinkage during the initial curing are the most important. However, researchers seem to disagree about the interpretation of the exact role silica fume plays in the increase of mechanical strengths.

Some authors claim that silica fume improves the strength of the bond between the aggregates and the cement matrix [1-5]. The partial replacement of cement by silica fume increases the strength of mortar and concrete; yet it does not seem to have an important impact on the strength of pure cement paste. To other researchers, however, the positive result due to the admixture of silica fume stems

from the increase in strength of the cement matrix [6, 7]. Researchers also disagree about the definition of the optimal content of silica fume which enables to obtain the highest strengths. To some researchers [8, 9], the content is about 15% whereas to others [5, 10] the increase in compressive strength may be reached at 30% to 40% of replacement of cement by silica fume.

In this study we aim at defining the influence of the content of silica fume on the compressive strength of concrete. Moreover, we introduce a prediction model ofthe com-pressive strength of high perfromance concrete depending on time.

2. Experimental Procedure

2.1. Basic Materials. We used two crushed limestone aggregates from the "Boulonnais" region with a granular size of 5-12.5 mm and 12.5-20 mm.

The compressive strength of the aggregates varies from 140 to 180 MPa. Their Saturated Surface Dried (SSD) specific gravity was 2.70 and the absorption of 0.5%. The fine aggregate is composed of a mixture of 50% of rolled sand from the "Seine" region and 50% of crushed sand from the "Boulonnais" region. The sand has a specific gravity of 2.65, an absorption of 0.80%, and a fineness modulus of 2.56.

Table 1: Physical properties and chemical analyses of cements C and silica fume.

Description of tests Portland cement (CPA CEM 52.5) Silica fume

Mortar strength

Compressive strength at:

2-days 35 MPa —

7-days 50 MPa —

28-days 62 MPa

Chemical analysis

SiO2 19.8% 89%

M2O3 5.14% 0.3%

Fe2O3 2.3% 0.6%

CaO, total 64.9% 0.3%

MgO 0.9% 1.1%

SO3, total 3.4% 0.2%

K2O 1.1% 1.6%

Na2O 0.05% 0.6%

Si — 3.2%

Loss on ignition 1.1% 2.7%

Insoluble residue 0.2% —

Compound composition C3S C2S C3A C4AF 58% 13% 10% 7%

The physical properties and chemical analyses of cement and silica fume are given in Table 1.

The silica fume contains 89% of SiO2 with a density of 2.1 and a bulk density of 600kg/m3; its BET-specific area is 18.2 m2/g. The superplasticiser used is a naphthalene sulphonate condensate with 40% solids content which has a specific gravity of 1.21.

In order to get homogeneous samples, we adapted the content of superplasticizer so that the slump remains constant. The slump is about 170 to 200 mm to get a fluid consistency of concrete.

2.2. Test Details. The mixing parameter for the high strength concretes is presented in Table 2. The mixing procedure to get the concrete samples was as follows.

(1) The dry aggregates, and the cementitious materials (cement and silica fume) were mixed without water for one minute.

(2) Mixing water was added with one third of the volume of superplasticizer, then the mixing was continued for 2 minutes and 30 seconds.

(3) The remaining superplasticizer was added with a last one-minute mixing.

The addition of silica fume was obtained by replacing part of the cement with the same weight of silica fume. The

silica fume content was 0, 10, 20, and 30% of the cement weight for all mixtures. Four binder, dosages (cement + silica fume) were experimented: 550, 460, 400, and 310kg/m3.

The superplasticizer was added as a weight percentage in relation to the binder and the dosage was determined thanks to the "grout method" [11]. This superplasticizer has a good compatibility with the two cements and was used in several structures made of high strength concrete. The total amount of water in mixtures (including the water in the superplasticizer) was 141 L/m3.

The concrete was cast in 32 X 16 cm cylindrical molds which were filled in two successive stages with a needle vibration. The specimens were stored in their molds for 24 hours at a temperature of 20 ± 1°C and at a relative humidity of 55 ± 5%. They were then demoulded and cured in lime-saturated water at 20 ± 1°C until required for testing. The cylinders were tested in compression with a servohydraulic press (standard AFNOR NF 18-406). Each strength value was the average of the strength of three specimens.

3. Results and Discussion

3.1. Evolution of the Compressive Strength. The evolution of the compressive strength for different water-cementitious materials ratios between 1 day and 180 days is represented in Figure 1. It is clear from the curves of Figure 1 that the compressive strength of concrete incorporating 10% and 20% sf increases compared to the control concrete without sf. On the contrary at a level of 30% sf, the strength is slightly lower.

Between one (t1) and about ten days (td), the compressive strength R increases linearly according to the logarithm of time t.

R = A + B log-.

The B coefficient represents the kinetics of the hydration reaction. For sf concrete the kinetics is activated by the pozzolanic effect of the silica fume which starts early before two days [12, 13]. The variation of the B/Bo (Bo for the control concrete) quotient as a function of w/(c + sf) ratio is shown in Figure 2. It can be observed from the curves that the kinetics of the pozzolanic reaction decreases when the w/(c + sf) ratio increases. It is obvious that the higgest pozzolanic effect is due to 10-20% sf contents. For 30%sf the granular dispersion of a great number of sf particles makes up for the pozzolanic effect.

After ten days we notice a reduction regarding the kinetics of the increase in the strength of mixes but the reduction is less important for the control concrete. In the long run, the compressive strength of the control concrete is the same as the 10% and 20% sf concretes. Figure 3 shows that the compressive strength increases normally when the w/(c + sf) ratio diminishes; moreover, the influence of the water-cementitious materials ratio is more important than the incorporation of silica fume.

The variation of the ratio Rsf/R (control) as a function of the sf content after 28 and 180 days for the four investigated water-cementitious ratios is presented in Figure 4. By

Table 2: Mix proportions and properties of fresh concrete.

sf/(c+sf) Batch quantities (kg/m3) *SP Properties offresh concrete

Mixture w/(c+sf) (%) Cement Silica fume Fine Agg. Coarse Agg. (%) Slump (mm) Unit weight (kg/m3) Air content (%)

1 0 550 0 638 1192 5.5 160 2551 1.2

2 0.25 10 495 55 640 1200 2.8 170 2546 1.5

3 12 440 110 620 1190 3.4 160 2520 1.3

4 30 385 165 610 1172 4 170 2495 1.1

5 0 460 0 688 1208 2.6 180 2509 1.6

6 0.30 10 414 46 682 1206 1.6 190 2496 1.7

7 20 368 92 674 1188 2.4 170 2474 1.2

8 30 322 138 670 1170 2.8 170 2454 0.9

9 0 400 0 744 1196 1.4 160 2489 1.5

10 0.35 10 360 40 734 1195 1 170 2476 1.4

11 20 320 80 730 1176 1.6 170 2456 1.1

12 30 280 120 720 1165 2 170 2437 1.6

13 0 310 0 760 1152 0.6 170 2366 1.4

14 0.45 10 279 31 754 1147 0.4 180 2354 1.3

15 20 248 62 748 1137 0.8 170 2340 1.4

16 30 217 93 740 1129 1 170 2326 0.9

* SP: superplasticizer (water + solids), percent by weight of the cementitious materials (c + sf).

Table 3: Composition and compressive strength of standardized mortar specimens 4 X 4 X 16 cm (NF P15-451).

N° mixture 1 2 3 4 5 6 7

sf/c 0 0.1 0.15 0.2 0.25 0.3 0.4

w/(c + si) 0.3 0.294 0.29 0.3 0.3 0.3 0.3

w (g) 165 150 135 132 132 120 105

c (g) 550 510 500 450 440 400 350

sf(g) 0 51 75 90 110 120 140

Sand (g) 1350 1350 1350 1350 1350 1350 1350

Superpl. (%) 1.5 1.5 2.0 2.2 2.4 2.8 3.0

f C28 (MPa) 83 102 109 112 114 112 108

a (sf/c) 0.005 0.196 0.261 0.341 0.364 0.340 0.292

analysing the curves we notice that the optimum replacement of cement by sf is around 10-15% sf. This result is in agreement with the conclusions reached by other investigators [8,9].

However, the percentage of the increase in compressive strength for 10%sf concretes remains quite low, about a maximum of 15% after 28 days. Furthermore the increase tends to be less important in the long run.

3.2. Prediction of Strength Development of sf Concretes. The compressive strength of an ordinary concrete after 28 days may be represented by the Bolomey equation [14]

¿28 = KRc28(

where C and E are the mass of cement and water, and V is the air volume. K is a coefficient that depends on the characteristics of aggregates. Rc28 is the compressive strength of the standardized mortar after 28 days.

For sf concretes, we present a simple equation of the same

fc28 — K — RC28 7F-777,

pc (E + V )

pc is the relative density of the cementitious material and L is the effective cementitious content such as L = C+a(sf/c)C. The function a(sf/c) represents the contribution of sf in "equivalent" cement to the compressive strength. We may assume that the efficiency of sf is linked to the presence of cement and only depends on the sf/c ratio.

Eventually we obtain the following equation:

fc28 — KRc28

Pc (E + V )

! /sf 1 + a{ C

In order to determine the a(sf/c) function we, measured the compressive strength on standardized mortar specimens with increasing sf contents.

The composition, the compressive strength at 28 days, and the values of the a(sf/c) function calculated from (4) are listed in Table 3.

120 110 100 90 80 70 60 50 40l 30

90 80 70 , 60 50

Constant slump w/(c + sf) = 0.25

i i

10 100

log t (days)

Constant slump

- y w/(c + sf) = 0.35

- i

110 100 90

gth 70

S3 50 S

¿3 40 30 20 10

-О- 0% sf -■- 10% sf

10 100

log t (days)

-Л- 20% sf -•- 30% sf

log t (days)

-O- 0% sf -■- 10% sf

log t (days)

-A- 20% sf -•- 30% sf

Figure 1: Strength development of concretes at different water-cementitious materials ratios.

The curve which represents the variation of the a coefficient with the sf/c ratio is shown in Figure 5. By smoothing the experimental data, the curve can be represented by the following equation obtained with a correlation coefficient of 0.989:

I = 0.36 -

2.1( f I - 0.6

The air volume of (4) is taken into account by writing F = yE. The y coefficient depends on the concrete, consistency according to the following values: 0.13 for a firm concrete, 0.10 for a plastic concrete and 0.07 for a very plastic or fluid concrete [15].

We can generalize the previous equation at any time t by writing

fc(t) = KRm

(y +1) ■ E x ] A(t) + 1.36 -

2.11 f

The K coefficient depends on the aggregates and will be calculated from the reference concrete strength without sf at 28 days. A(t) is a kinetics function which is determined from the compressive strength ofreference concrete at a time t considering that A(t) = 0 at 28 days.

Figure 6 shows the results obtained by the authors and data related to the works of different researchers. All

0.2 0.25 0.3 0.35 0.4

Water-cementitious ratio

-■- 10% sf -A- 20% sf 30% sf

Figure 2: Kinetics of the pozzolanic reaction as a function of water-cementitious materials ratio.

ta 100

♦ 28 days □ 180 days

Silica fume (%)

- Poly. (28 days)

---Poly. (180 days)

Figure 4: Effect of silica fume on compressive strength at different water-cementitious materials ratios.

110 100 90 80 70 60 50 40

- 0 - 0% sf -■- 10% sf

0.3 0.35 0.4

Water-cementitious ratio

-A- 20% sf -•- 30% sf

28 days

Figure 3: Variation of the compressive strength as a function of water-cementitious materials ratio.

0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0

Figure 5: Variation of the a funtion with the sf/c ratio.

of SiO2 and oxyd carbon may greatly vary according to the industrial origin of silica fume.

That model may be compared to that obtained by de Larrard [20] which is based on the Feret's law and gives the compressive strength of sf concrete at 28 days

§ 110

no 105

the values shown on the curve amount to 282 results [16-29], a good accuracy of the model for predicting the compressive strength of sf concretes is emphasized. The absolute value of the standard deviation between the model and the experimental data is 2.9 MPa with a correlation coefficient of 0.991. The accuracy is all the more noteworthy as the model does not take into account the nature of silica fume used by the different experimenters. So the amount

fc28 =

[1 + 3.l((E/C)/( 1.4 - 0.4exp(-11sf/c)))]2

The formula is valid for water/cement ratios less than 0.40.

The comparative results from the two models are shown in Figure 7. The precision is about the same for the application of two models to the 65 experimental values obtained by the authors.

a) 100

(MP el 80

o m 60

o oasc

20 40 60 80 100 fc experimental (MPa)

O Other authors X Experimental

Figure 6: Comparison of experimental and theorteical values of the compressive strength at any time.

a) 100

(MP el 80

u m 60

O o « .Cfc.So* * *


120 140

40 60 80 100 fc experimental (MPa)

O Other authors X Experimental

Figure 8: Comparison of experimental and theoretical values ofthe compressive strength obtained through (9).

20 40 60 80 100 120 140 160 fc experimental (MPa)

fl De Larrard Experimental

Figure 7: Comparison of experimental and theoretical values of the compressive strength at 28 days for the two models.

Moreover Babu and Prakash [30] evaluated the efficiency of silica fume in concrete taking into account a "percentage efficiency factor kp given by the following relation:

kp = 0.0015- 0.1223pr + 2.8502,

where pr is the sf percentage compared with the total cementitious.

Insertion of kp in (6) gives

fc (t) = KRc28

(y +1) E

A(t) + 1 + (0.0015p2 - 0.1223pr + 2.8502) (9) sfl

Figure 8 shows the comparison of experimental and theorical values calculated from the 282 data with (9). The validation is satisfactory since the absolute value of the standard deviation between the model and the experimental data is 4.3 MPa with a correlation coefficient of 0.979.

4. Conclusions

The increase of the compressive strength of sf concretes depends much more on the decrease of the water/cementi-tious materials ratio than on the replacement of silica fume with cement. The compressive strength increases with the silica fume content up to 20% and reaches a maximum for a 10 to 15%sf level. However, the gain in strength compared with reference concrete remains less than 15%.

Consequently we suggest a model which enables to assess the compressive strength at a given time for sf concretes. After determining the strength of standardized mortar, values of compressive strength are obtained with a correlation coefficient 0.991 thanks to 282 experimental data based on the authors' experiments and other investigations.


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