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This study aims to determine the optimal quantity of fillers to add to hydraulic concrete and to assess the influence of these fillers on its rheological characteristics and mechanical properties. The characterization of the aggregates shows that they meet the specifications for the formulation of hydraulic concrete according to the Dreux-Gorisse method. Normalizing the formula to the cubic meter enables to define the standard concrete. The cement content is 350 kg/m
^{3}. The mineral materials added to the concrete to increase its characteristics and properties are limestone, basalt, and sandstone fillers with a weight percent of 4%, 5%, and 3% respectively. Changes in concrete properties with the addition of fillers were determined through geotechnical tests. The results obtained show a decrease in the workability measured by slump test which returned 7.8 cm for the standard concrete sample, 7.2 cm with 5% of basalt, 7.3 cm with 4% of limestone, and 6.1 cm with 3% of sandstone. Regarding the bleeding, the results show that it decreases leading to a substantial improvement in stabilization reaching 26% with 5% of basalt fillers, 29% with 4% of limestone fillers, and 31% with 3% of sandstone fillers. The compressive strengths noted R
_{c28} at 28 days increases compared to that of the standard concrete, which is 31.5 MPa. They increase to 34.3 MPa with 5% of basalt fillers being 8.9%, 36.2 MPa with 4% of limestone fillers being 14.9%, and 36.8 MPa with 3% of sandstone fillers being 16.8%. Finally, the addition of fillers increases the degree of compaction values to 83.62% with 5% of basalt fillers, 84.2% with 4% of limestone fillers, and 84.34% with 3% of sandstone fillers.

The durability of structures in the construction sector is closely linked to the type and quality of the materials used, in particular those intended for hydraulic concrete. Hydraulic concrete is defined as a material formed by mixing cement, sand, gravel, and water, and to which may be added adjuvants, fibers, and whose properties develop through hydration [

From the choice of its components to its processing, hydraulic concrete allows it to carry out the most complex works by taking the shape of the formwork panel due to its workability. Its degree of compaction and strength, on the other hand, control its durability.

Apart from the natural aggressions due to geodynamic processes, the main causes of the decrease in the service life (durability) of a concrete structure are notably the corrosion of reinforcement steel, the action of aggressive water, the alkali-reaction causing swelling in concrete [

Thus, in order to reduce the shrinkage caused by the high heat of hydration of the cement used, the addition of filler to the concrete was considered in this study. High filler contents are often used to realize self-compacting concrete [

Filler is defined, according to the standard NF EN 1097-7 [

Depending on the standard considered, the filler used in hydraulic concrete can be of the main following types: pigments, silica fumes, granulated blast furnace slag, meta-kaolin, or siliceous and limestone additions. As with fines, their natures must be determined and their harmfulness assessed [

Cement production estimation reached 88.5 million metric tons in the United States in 2019, in comparison to the 4.1 billion metric tons of cement produced worldwide [

The consistency of hydraulic concrete describes its manœuvrability or workability. It determines the ease of placing concrete in the formwork panels and is influenced by the water and cement content. The consistency of concrete can be measured by one of the following methods: slump test according to EN 12350-2 [

The objective of this work is to see from a cubic meter of concrete formulated with the Dreux-Gorisse method (basic formula), what is the quantity of filler that can be added without exceeding the cubic meter of concrete. These additions, made up of basalt, limestone, and sandstone fillers of different geological nature, have a different influence on the parameters tested, namely workability, density, bleeding, compressive strength, and the degree of compaction of concrete.

The most commonly used method to determine the concrete consistency is the Abrams cone slump test. There are five classes of concrete consistency with a tolerance specified in

Hardened concrete is a solid-state concrete that has gained noticeable strength after 28 days of curing [

The compressive strength of hardened concrete is the ratio between the load causing the failure and the section of the specimen on which the load is applied. The specimen can be cubic or cylindrical but, in Senegal, the cylindrical specimen 32/16 of slenderness 2 (height: 32 cm; diameter: 16 cm) is more used.

The strength classes as a function of compressive strength at 28 days of concrete curing are given in

In this study, the basalt aggregates of grain size 0/3, 3/8, and 8/16 come from Diack

Class | Slump value according to standard EN 12350-2 (mm) | Tolerance (mm) | Comments |
---|---|---|---|

S1 | 10 to 40 | ±10 | Firm |

S2 | 50 to 90 | ±20 | Plastic |

S3 | 100 to 150 | ±30 | Very plastic |

S4 | 160 to 210 | Fluid | |

S5 | ≥220 |

Concrete type | Density (kg/m^{3}) |
---|---|

Light concrete | from 800 to 2000 |

Concrete with normal density | from 2000 to 2600 |

Heavy concrete | Greater than 2600 |

Compressive strength classes for normal and heavy concrete | Compressive strength classes for lightweight concrete | ||||
---|---|---|---|---|---|

Class | fck-cylind (N/mm^{2}) | fck-cubic (N/mm^{2}) | Class | fck-cylind (N/mm^{2}) | fck-cubic (N/mm^{2}) |

C 8/10 | 8 | 10 | LC 8/9 | 8 | 9 |

C 12/15 | 12 | 15 | LC 12/13 | 12 | 12 |

C 16/20 | 16 | 20 | LC 16/18 | 16 | 18 |

C 20/25 | 20 | 25 | LC 20/22 | 20 | 22 |

C 25/30 | 25 | 30 | LC 25/28 | 25 | 28 |

C 30/37 | 30 | 37 | LC 30/33 | 30 | 33 |

C 35/45 | 35 | 45 | LC 35/38 | 35 | 38 |

C 40/50 | 40 | 50 | LC 40/44 | 40 | 44 |

C 45/55 | 45 | 55 | LC 45/50 | 45 | 50 |

C 50/60 | 50 | 60 | LC 50/55 | 50 | 55 |

C 55/67 | 55 | 67 | LC 55/60 | 55 | 60 |

C 60/75 | 60 | 75 | LC 60/66 | 60 | 66 |

C 70/85 | 70 | 85 | LC 70/77 | 70 | 77 |

C 80/95 | 80 | 95 | LC 80/88 | 80 | 88 |

C 90/105 | 90 | 105 | |||

C 100/115 | 100 | 115 |

Reinforced concrete | Unreinforced concrete | |
---|---|---|

Upper diameter | Types de pile | |

32 mm and 1/4 of bar to bar spacing longitudinally | For bored piles and diaphragm walls | Cyclopean concrete: Made for basement walls. Composed of large blocks of stone, rubble stones, pebbles. |

32 mm and 1/3 of bar to bar spacing longitudinally | For piles with reverse flow | Bedding concrete (D_{max} = 25 mm): Carried out under all structures with a base in contact with the ground |

16 mm and 1/4 of bar to bar spacing longitudinally | For micro-piles | Ground slab concrete (D_{max} = 15 mm) |

1/6 of the inside diameter of the dip tube | In case of installation in submerged conditions | Stonework concrete: Stepping of lips and runs, filling of material shortages |

quarries located in the eastern limit of the Thiès Plateau, about 30 km from the city of Thiès. Diack’s basalt belongs to Miocene volcanism. Three textures have been identified for this material, namely, fine-grained, medium-grained, and coarse-grained one [

The sand was collected at the Beer borrow material source. It is mainly made up of silica sand in the form of coastal dunes, lagoon sediments, and red dunes dated to the Quaternary.

Limestone filler produced from calcareous rocks from Bandia quarries (consisting of a very hard yellowish sandstone limestone with a massive aspect) and sandstone filler from Toglou quarries (sedimentary formations dated to the Maastrichtian) are used in this study.

Litho-stratigraphic studies show that the Toglou quarries are made up of fine-grained siliceous cement sandstones. The deposit presents some heterogeneity marked by an alternance of hard and soft layers, covered by a lateritic cuirass [

This method is one of the most used among the concrete composition calculation methods [

For this study, CEM II/B-M 42.5 cement from Sococim Industries with a density (ρ_{c}) of 3.1 kg/liter was used. The cement quantity used is 350 kg/m^{3}. The main parameters of the concrete used in this study are:

- the nominal strength in uniaxial compression at 28 days ( σ ′ n ) which is 30 MPa; the average compressive strength at 28 days targeted on site ( σ ′ 28 ) equal to the value of ( σ ′ n ) increased by 15%, that is: σ ′ 28 = 1.15 × σ ′ n = 34.5 MPa;

- An Abrams slump test value of A = 80 mm which characterizes the desired workability.

The Bolomey relation [

σ ′ 28 = G × σ ′ c × ( C E − 0.5 ) (1)

where:

Specifications (Standard NF P 18-545) | Grain size of fillers (%) | |||
---|---|---|---|---|

Basalt filler | Limestone filler | Sandstone filler | ||

Percent by weight of passing to 2 mm (%) | 100 | 100 | 100 | 100 |

Percent by weight of passing to 0.125 mm (%) | 85 - 95 | 92 | 92 | 92 |

Percent by weight of passing to 0.063 mm (%) | 70 - 80 | 78 | 78 | 78 |

σ ′ 28 : average compressive strength desired (at 28 days) in MPa,

G : granular coefficient (0.6),

σ ′ : class of cement (MPa),

C : cement content in kg/m^{3},

E : water content on dry materials in liters for 1 m^{3},

So, the ratio C E = 1.565.

The grain size distribution of the aggregates used for the concrete and the partition curve of

Thus, the mass and volumetric proportions of the various components which should make up the theoretical cubic meter of fresh concrete are given in

Theoretical composition of concrete per m^{3} | |||||
---|---|---|---|---|---|

Concrete components | Percentage | Volume | ρ_{r} | Quantity | 20 liters |

% | l | kg/l | kg/m^{3} | kg | |

Basalt 8/16 | 58 | 407 | 2.976 | 1212 | 24.23 |

Basalt 3/8 | 8 | 56 | 2.978 | 167 | 3.34 |

50% dune sand + 50% basalt 0/3 | 34 | 239 | 2.765 | 660 | 13.20 |

Cement CEM II/B-M 42.5 | - | 113 | 3.1 | 350 | 7.00 |

Water (tap water) | - | 211 | 1 | 211 | 4.25 |

Total | 100 | 1023 | - | 2600 | 52.03 |

Theoretical bulk density of fresh concrete ρ_{th} = (2600/1000) = 2.600 kg/liter.

In general, in the reference formula, the sum of the components, including water, does not give the exact weight per cubic meter of fresh concrete used. The targeted quantities may therefore require an adjustment to the cubic meter that only a measurement of the fresh concrete density can make possible (weighing of cylindrical specimens).

This task consists of making a mix of three specimens (i.e. 20 liters of the theoretical cubic meter of concrete) from the reference formula and measure, by weighing, the density of the fresh concrete.

The workability and plasticity tests, to determine the desired manœuvrability or consistency (A = 70 to 80 mm), generally result in a correction of the water content. The amount of water added when mixing is 211 liters per m^{3} of concrete.

And, for a theoretical bulk density of fresh concrete noted ρ_{th} = (2600/1000) = 2600 kg/m^{3} we have, at the end of the test, a density of ρ_{r} = 2525 kg/m^{3}.

As ρ_{r} < ρ_{th}, this means that there is a bit more aggregate than needed to make exactly one cubic meter of concrete at the desired cement content. This corresponds, compared to the cubic meter of fresh concrete, to an excess of mass of m = 1000 × (2600 − 2525) = 75 kg.

This mass must be reduced proportionately on the aggregates by applying an adjustment coefficient given by Equation (2):

γ a j = 1 + 1000 × ( ρ r − ρ th ) M G + M S γ a j = 1 + 1000 × ( 2.525 − 2.600 ) 1212 + 167 + 660 = 0.963 (2)

ρ_{th}: theoretical density of fresh concrete;

ρ_{r}: current density of fresh concrete;

M_{G}: mass of gravel (3/8, and 8/16);

M_{S}: mass of sand (mass of the mixture of dune sand + basalt 0/3);

γ_{aj}: concrete adjustment coefficient per cubic meter.

Thereafter, the mass and volumetric content of the aggregates in the reference composition obtained by Dreux-Gorisse are multiplied by this adjustment coefficient to have a new composition of the concrete normalized to the cubic meter. At the end of this adjustment of the reference formula, the mass and volumetric proportions of the various components per actual cubic meter of fresh concrete are given in

This formula constitutes the reference one resulting in concrete with inter-granular voids. This study aims to allow to determine the quantity of limestone, basalt, and sandstone filler that can be incorporated into the concrete to fill their voids.

Whatever the type of filler, the optimal quantity corresponds to that which offers maximum compactness and beyond which the cubic meter of concrete is exceeded.

Concrete composition after adjustment to m^{3} | |||||
---|---|---|---|---|---|

Concrete components | Percentage | Volume | ρ_{r} | Quantity | 45 liters |

(%) | l | kg/l | kg/m^{3} | kg | |

Basalt 8/16 | 58.0 | 392.0 | 2.976 | 1167.0 | 52.52 |

Basalt 3/8 | 8.0 | 54.0 | 2.978 | 161.0 | 7.25 |

50% dune sand + 50% basalt 0/3 | 34.0 | 230.0 | 2.765 | 636.0 | 28.61 |

Cement CEM II B-M 42.5 | - | 113.0 | 3.1 | 350.0 | 15.75 |

Water (tap water) | - | 211.0 | 1.0 | 211.0 | 9.50 |

Total | 100 | 1000.0 | - | 2525.0 | 113.62 |

Theoretical bulk density of fresh concrete ρ = (2 525/1000) = 2.525 kg/liter.

By keeping the quantity of aggregates, cement, and water content constant, the determination of the optimal quantity of filler is done by an experimental protocol which is described and carried out as follows.

The device consists of a set formed by a vibrator at a frequency of 60 Hz, a cylindrical hollow steel mold with a height of 400 ± 10 mm, an internal diameter of 140 ± 10 mm, and a thickness of 3 mm for a total volume of 6.158 liters. Inside the mold, we have a piston made up of a full steel cylinder with an outside diameter equal to the inside diameter of the mold minus 1 mm, i.e. 139 mm (to allow it to slide freely inside the mold). The piston has a weight which, depending on its actual density, can apply a pressure of 10 kPa to the fresh concrete sample (1.693 liters).

This piston is provided with a socket of cylindrical solid shape in steel and having an outside diameter of 43 mm and a height of 250 mm. It is welded in the middle of the piston and makes it easier to use (

To have a pressure of 10 kPa, the mass of the piston is calculated as follows in Equation (3):

P = F S = m g π r 2 = m g π d 2 4 = 10 kPa = 1 N / cm 2 (3)

m = 1 × π d 2 4 g = 1 × π × 13.9 2 4 10 = 15.175 kg

with:

P: pressure (N/cm^{2}); F: strength (N); m: piston weight (kg).

g: gravity constant (m/s^{2}); d: piston diameter (cm); r: piston radius (cm).

A very thin geomembrane of 142 mm diameter to prevent the concrete from leaking during the vibration, a lubricant to facilitate the free rotation of the piston in the mold, a rag to wipe the mold after use and a non-absorbent metal ring for the sampling are also used.

The materials must first be well dried in a ventilated oven adjustable to 105˚C. Since the concrete is measured per m^{3}, the volume of the batch of concrete corresponding to the test specimen is chosen according to the remaining volume of the mold. The latter is the volume of the mold minus the volume that the piston would occupy in the mold (4.465 liters).

The particle size distribution curves of the basalt aggregates of 3/8 and 8/16 classes are respectively shown in

The results of the geotechnical characterization of the aggregates are given in

The respective particle size curves of the granular class 0/3 of basalt, limestone and sandstone are shown in

Geotechnical characteristics of aggregates | Granular classes | Technical specifications/ Category A | |||||||
---|---|---|---|---|---|---|---|---|---|

Gravel | Sand | Filler | |||||||

Basalt 8/16 | Basalt 3/8 | Basalt 0/3 | Dune sand | Basalt 0/3 + sand | Basalt | Limestone | Sandstone | ||

Geometric characteristics | |||||||||

Aggregate shape—Flakiness index, FI (%) | 18 | 22 _{B} | - | - | - | - | - | - | ≤20 |

Sand fineness module, Mdf | - | - | 2.79 | 0.92 | 1.86 | - | - | - | -- |

Physical and chemical characteristics | |||||||||

Sand equivalent, ES | - | - | 63 | 74 | 66 | >60% | |||

Surface cleanliness of gravel, P (%) | 0.39 | 0.88 | - | - | - | - | - | - | ≤5% |

Methylene blue test MB (g/kg) | - | - | 3.46 | 2.33 | 3.08 | 8.48 | 7.23 | 4.27 | ≤10 g/kg |

Physical and mechanical characteristics | |||||||||

Micro-Deval test, MDE (%) | 18 | 16 | - | - | - | - | - | - | <25 |

Los Angeles test, LA (%) | 14 | 16 | - | - | - | - | - | - | <30 |

Water absorption coefficient; W_{A24} (%) | 0.699 | 0.676 | 1.24 | 0.676 | 0.954 | 1.25 | 3.73_{B } | 6.51_{ B} | ≤2.5% |

Apparent bulk density in (kg/l) | 1.595 | 1.598 | 1.621 | 1.492 | 1.563 | - | - | - | -- |

Inter-granular porosity | 0.46 | 0.46 | 0.45 | 0.44 | 0.43 | - | - | - | -- |

Bulk density (kg/l) | 2.976 | 2.978 | 2.921 | 2.657 | 2.765 | - | - | - | -- |

Filler bulk density (kg/l) | - | - | - | - | - | 3.021 | 2.722 | 2.397 | -- |

The index B designates the characteristics which meet the category B aggregates (NF P18-545 [

out by dry sieving, allow the determination of the quantity of fines (passing through a sieve of 0.063 mm) which can be obtained from this granular class (0/3) which is the smallest size particle produced in quarries in Senegal. It is this quantity that defines how many fillers can be produced. These grain size curves show that the percentage of passing through 0.063 mm sieve are 2%, 4% and 6% respectively for sandstone, limestone, and basalt. These percentages of fines obtained reflect the degree of hardness of these three geological materials.

After the sieving, respectively with 0.063, 0.125 and 1 mm of sieve diameter, the three fractions obtained are mixed in proportions specified to have the filler. Indeed, aiming to fill the microstructure of the concrete, the fillers were cut to a maximum diameter of 1 mm which is well between 0.125 and 2 mm.

Taking into account the measurements to be made after vibration, a volume of three (3) liters was chosen. The concrete components, which must correspond to this volume, serve as a reference formula from which we add limestone, basalt, and sandstone fillers in increasing proportions (2%, 4%, 6%, and 8%) compared to the cement content.

Dosage | Dosage (m^{3}) | Dosage for 3 liters (0.003 m^{3}) | ||||
---|---|---|---|---|---|---|

kg/m^{3} | kg/m^{3} | kg/m^{3} | kg/m^{3} | kg/m^{3} | kg/m^{3} | |

Percentage of filler | 0% | 0% | 2% | 4% | 6% | 8% |

The components | Reference formula | Filler addition | ||||

Basalt 8/16 | 1167 | 3.501 | 3.501 | 3.501 | 3.501 | 3.501 |

Basalt 3/8 | 161 | 0.483 | 0.483 | 0.483 | 0.483 | 0.483 |

Basalt 0/3 | 318 | 0.954 | 0.954 | 0.954 | 0.954 | 0.954 |

Dune sand | 318 | 0.954 | 0.954 | 0.954 | 0.954 | 0.954 |

Filler | 0 | 0 | 0.021 | 0.042 | 0.063 | 0.084 |

Cement CEM II B/M 42.5 | 350 | 1.050 | 1.050 | 1.050 | 1.050 | 1.050 |

Water (tap water) | 211 | 0.633 | 0.633 | 0.633 | 0.633 | 0.633 |

Total | 2525 | 7.575 | 7.596 | 7.617 | 7.638 | 7.659 |

Thus, once the sampling settled up, the test is carried out for the three types of fillers in order to know their effect on the concrete.

The optimization enables to define the quantities of fillers that can be incorporated into the microstructure of concrete without exceeding the cubic meter of concrete. It should also be noticed that these quantities are linked to the fineness (specific surface) of the filler as well as to their actual density.

The test is carried out in accordance with standard NF EN 12350-2 [

Composition per cubic meter of concrete to be prepared | ||||||||
---|---|---|---|---|---|---|---|---|

Components | Reference formula (Bf) | Bf + basalt filler | Bf + limestone filler | Bf + sandstone filler | ||||

Fillers (%) | 0% | 4% | 5% | 3% | 4% | 5% | 2% | 3% |

kg/m^{3} | ||||||||

Basalt 8/16 | 1167 | 1167 | 1167 | 1167 | 1167 | 1167 | 1167 | 1167 |

Basalt 3/8 | 161 | 161 | 161 | 161 | 161 | 161 | 161 | 161 |

Basalt 0/3 | 318 | 318 | 318 | 318 | 318 | 318 | 318 | 318 |

Dune sand | 318 | 318 | 318 | 318 | 318 | 318 | 318 | 318 |

Filler | 0 | 14 | 17.5 | 10.5 | 14 | 17.5 | 7 | 10.5 |

Cement CEM II B/M 42.5 | 350 | 350 | 350 | 350 | 350 | 350 | 350 | 350 |

Tap water | 211 | 211 | 211 | 211 | 211 | 211 | 211 | 211 |

the addition of filler, the concrete produced still remain in the slump class S2 of plastic consistency (from 50 to 90 mm with a tolerance of ±2 mm). The addition of filler, therefore, does not affect the need for water in the mixture.

The test is carried out according to standard NF EN 12390-2 [

The slight increases in density compared to that of the reference formula show that the fillers have been well incorporated into the concrete (its voids), hence the improvement in compactness. However, beyond the optimum for limestone

filler (5%), the decrease in density results in an increase in volume because the cubic meter of concrete is exceeded at this percentage.

Bleeding occurs when a freshly mixed cement-based material starts to settle. It is the phenomenon of exudation of the mixing water from concrete before it starts its setting (X P18-468) [

This process is often due to an insufficiency of fines, an excess of vibration or high water content.

The total bleeding is expressed by the ratio RT (mm/min), and is calculated by Equation (4):

R T = E c totale V beton (4)

with: E c total = ∑ E i and V concrete = m 2 − m 1 D ,

Ec_{total}: total cumulative volume of water (ml),

V_{concrete}: volume of the concrete sample (l),

E_{i}: volume of water sampled (ml) at time t_{i},

m_{1}: mass of container (g),

m_{2}: mass of sample and container (g) at the start of the test,

D: density of fresh concrete (kg/l),

R_{T}: total bleeding of the concrete (mm/min).

The curves for variation of bleeding E_{i} as a function of time (t) are given in

show a natural variation in the quantities of water sampled (E_{i}) depending on the type, and quantity of filler. The curves show overall that the bleeding of the concrete is reduced by the addition of filler. Topsu and Elgun [

Thus, the finer and more absorbent the filler, the more it reduces bleeding. The reduction in the bleeding of the concrete is a favorable consequence of the incorporation of filler in it because it allows stabilization of the concrete used. The filler is more absorbent because its incorporation into the concrete increases the specific surface.

The values of the total bleeding as well as their corresponding stabilization percentages are given in

The percentages of stabilization are respectively 26% for basalt, 29% for limestone, and 36% for sandstone fillers. This is linked not only to their different water absorption coefficient at 24 hours (ωA24) but also to the kinetics of their water absorption because bleeding is measured within two hours after the preparation of the concrete. For Elyamany et al. [

Formulas | reference formula | 4% basalt filler | 5% basalt filler | 3% limestone filler | 4% limestone filler | 5% limestone filler | 2% sandstone filler | 3% sandstone filler |
---|---|---|---|---|---|---|---|---|

Drained water (ml) | 13.2 | 9.9 | 9.5 | 11.1 | 10.6 | 10.2 | 10.1 | 8.9 |

Concrete bleeding (mm/min) | 4.2 | 3.2 | 3.1 | 3.3 | 3.0 | 2.9 | 3.0 | 2.7 |

Stabilization (%) | 0 | 24 | 26 | 21 | 29 | 31 | 29 | 36 |

The test is carried out in accordance with standard NF EN 12390-3 [

R c = F A c (5)

R_{c}: compressive strength, expressed in MPa (N/mm^{2});

F: maximum load causing failure, expressed in Newton (N);

A_{c}: surface of the section of the test specimen to which the compressive force is applied (mm^{2}).

The variations in the compressive strength of the basic formula and the different other concrete formulas at 7 and 28 days of age are given in

Thus, the formulas with the addition of sandstone filler have higher compressive strength than those with the addition of limestone which in turn are superior to those with the addition of basalt filler.

Indeed, these results can be explained by the fact that the sandstone filler are chemically cleaner than the other two (value of methylene blue 4.27 < 10 g/kg). In addition, the silica grains (main components of sandstone filler) constitute nucleation sites, which gives a better distribution and homogenization of the hydrated cement products.

For formulas with the addition of limestone filler, the low hardness of the filler (much lower than that of sandstone filler) as well as their relatively high harmfulness compared to that of sandstone, are largely balanced by their “binding” activity effect. Here, the compressive strengths are controlled by this chemical effect. Indeed, CaCO_{3} and the aluminates of the cement (C_{3}A, C_{4}AH_{13}) would react chemically in presence of water to form a hydrated calcium mono-carbo-aluminate C_{3}A∙CaCO_{3}∙11H_{2}O, which crystallizes in fine hexagonal pads thus increasing the quantity of hydrated products.

For the formulas with the addition of basalt filler, despite their hardness, the strength, lower than those of the other two formulas, appears to be a consequence of the relatively high harmfulness of these fillers. In fact, in addition to having no binding activity, the relative importance of the methylene blue value influences the mechanical performance of the concrete. Here, hardness and compactness are responsible for the improvement of the compressive strengths compared to the reference formula. Esfahani et al. [

For Moosberg et al. [

The compactness of concrete is the most important parameter to take into account to ensure its durability in front of physical and chemical attacks. It is equal to the ratio of the absolute volume of all the components of hardened concrete to the volume of their container. In other words, it is the ratio of the apparent density (ρ_{a}) of the hardened and dried concrete over the bulk density (ρ_{r}), Equation (6).

The degree of compaction is determined in accordance with standard NF EN 1097-6 [

C = ρ a ρ r × 100 (6)

ρ a : concrete apparent density (kg/l);

ρ r : concrete bulk density (kg/l);

C : degree of compaction (%).

The results obtained are shown in

The filler addition to concrete plays a good role due to its positive influence on viscosity and segregation resistance. The powder added has an important effect on the concrete mobility and on the hardening rate in the first hour of curing.

The workability of concrete is slightly reduced with the addition of limestone (4%) and basalt (5%) filler. However, it decreases rapidly with sandstone (3%). Adding filler to hydraulic concrete does not change its plasticity.

In terms of bleeding, the sandstone gives the best concrete stabilization capacities (36%) with the lowest dosage (3%) at the optimum. Limestone filler stabilizes better (29%) than basalt filler (26%). This reduction in bleeding corresponding to an increase in stabilization results in lowering the shrinkage.

Compressive strength at 28 days is markedly more increased with limestone (+4.7 MPa) and sandstone (+5.3 MPa) filler than with basalt filler (+2.8 MPa). The best value is obtained with the optimum sandstone filler (3%).

The degree of compaction of formulas with the addition of filler is improved compared to the basic formula. Sandstone filler give the best results (+1.32%), followed by limestone filler (+1.18%) and finally basalt filler (+0.60%).

This study shows that for better durability of hydraulic concrete, it is important or even necessary to add a filler to increase its physical and mechanical performance.

The study of the fineness modulus, as well as the addition of admixture, will allow a better appreciation of the durability of the concrete. Thin blade sections must be made also to see the internal structure of the concrete.

This research project was supported by Eiffage Senegal in its geotechnical laboratory and the authors thank Professor Cheikh Kandji and Mrs Maréme SARR for providing language help.

On behalf of all authors, the corresponding author states that there is no conflict of interest.

Diagne, M., Dia, I. and Gueye, O. (2021) Influence of Types of Fillers on Workability, Bleeding, Compressive Strength, and Degree of Compaction of Hydraulic Concrete. Materials Sciences and Applications, 12, 276-296. https://doi.org/10.4236/msa.2021.126019