mechanical properties of granular …€¦ · and brown pozzolanas in civil engineering works. the...

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International Journal of Civil Engineering and Technology (IJCIET)

Volume 9, Issue 3, March 2018, pp. 355–375, Article ID: IJCIET_09_03_038

Available online at http://http://www.iaeme.com/ijciet/issues.asp?JType=IJCIET&VType=9&IType=3

ISSN Print: 0976-6308 and ISSN Online: 0976-6316

© IAEME Publication Scopus Indexed

MECHANICAL PROPERTIES OF GRANULAR

VOLCANIC MATERIALS CONCRETES

Amadou MOUNDOM*

Lecturer, Department of Agricultural Engineering,

Faculty of Agronomy and Agricultural Sciences,

University of Dschang, P.O.Box 222 Dschang, Cameroon

François NGAPGUE

Associate Professor, Department of Civil Engineering,

Fotso Victor University Institute of Technology, University of Dschang, Cameroon

Thomas TAMO TATIETSE

Professor, HDR, Department of Civil Engineering,

National Advanced School of Engineering, University of Yaounde I

Corresponding Author* Mail ID [email protected]

ABSTRACT

The present study aims at the mechanical properties of pozzolana concretes and

the development of proposals for better use of black volcanic ashes, black pozzolanas

and brown pozzolanas in Civil Engineering works. The volumetric design mix, Dreux-

Gorisse mix design method and the adaptation of the sand concrete method derived

from the French standard NF P 18-500 were used for the mix design of pozzolana

concretes. Volumetric mix design with all-in pozzolana aggregates used by the

populations on the field (Formula 1) gave 15 cm hollow blocks with compressive

strength lower than the minimum value of 2.5 MPa required by the standards for the

manufacture of lightweight aggregates hollow blocks used in the construction of non-

loadbearing walls of buildings and are therefore discouraged. Three volumetric mixes

designs with all in pozzolana aggregates which are Formula 2, Formula 3 and

Formula 4 have been developed to improve the compressive strength of manufactured

products. Of these formulas, the first two gave hollow blocks with compressive

strength lower than the minimum value of 2.5 MPa required by standards for the

manufacture of lightweight aggregates hollow blocks used in the construction of non-

loadbearing walls of buildings and are therefore discouraged. The combinations 1

and 2 of the last formula gave compression strength of the hollow blocks greater than

the minimum value, therefore are proposed for the manufacture of said blocks at the

artisanal level. The sand concrete method derived from standard NF P 18-500 has

been adapted to design pozzolana concretes with the mass ratio G / S ˂ 0.7 where G

denotes gravel and S sand. The ratios G / S of 0%, 10%, 20%, 30%, 40%, 50% and

60% were considered. This method made it possible to design lightweight concretes of

low strength that can be used to fill old floors and give them strength without

Amadou MOUNDOM, François NGAPGUE and Thomas TAMO TATIETSE


overloading them. The mass ratios G / S = 20% and G / S = 30% gave compressive

strengths of the hollow blocks greater than 2.5 MPa and are therefore proposed for

the manufacture of hollow blocks for non-loadbearing walls of single-storey buildings.

The Dreux-Gorisse mix design method did not allow to make the hollow blocks.

However lightweight concretes of low strength were obtained and can be used to fill

old floors and give them strength without overloading them too much.

Key words: Pozzolana aggregates, Pozzolana concrete mix design, Lightweight

concrete, Sand concrete, Compressive strength

Cite this Article: Amadou MOUNDOM, François NGAPGUE and Thomas TAMO

TATIETSE, Mechanical Properties of Granular Volcanic Materials Concretes.

International Journal of Civil Engineering and Technology, 9(3), 2018, pp. 355-375.

http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=9&IType=3

1. INTRODUCTION

The natural pozzolana is a granular volcanic material from volcanic projections, or

pyroclastics, and having a scoriaceous and alveolar texture. Its colour is usually black or red

(from brick red to dark brown) and exceptionally gray or yellowish.

Natural pozzolans are widely used in various fields of civil engineering, in particular for

the manufacture of lightweight concrete and hollow blocks, permitting a reduction of

permanent loads (Abdelhadi et al., 2013) [1], thermal insulation and acoustics of works

(Shink, 2003) [2]. Despite the intensive use of these materials in the construction, the mixes

designs are not controlled by users and it results in a low compressive strength of concretes

and hollow blocks manufactured. This frequently leads to rapid degradation, excessive

cracking and therefore to the reduction of the lifespan of the structures and the insecurity of

its users.

The objective of the present work is the determination of mechanical properties of

pozzolana concretes and the development of proposals for a better use of the manufactured

products in Building Construction and Public Works.

2. LITERATURE REVIEW

Many Works had been done on the use of pozzolana aggregates in the manufacture of

concretes and mortars, but very few concerned the pozzolana aggregates of the locality of

Foumbot where these aggregates are very abundant and very used in civil engineering

constructions with design mixes varying from one work site to another, sometimes to the

detriment of the compressive strength and tensile strength of concrete and mortar and lifespan

of the structure being constructed.

According to GINGER - CEBTP (Europe Engineering Group – Experimental Centre for

building and public works France) (2008) [3] and UNICEM (National Union of quarry

industries and construction materials in France) [4], the pozzolanas can be found in the form

of sands, gravels, and pozzolanas. Moreover UNICEM Auvergne has determined some mixes

for pozzolana concrete and mortar.

Abdelhadi et al. (2013) [1] proposed a pozzolana concrete mix based on pozzolanic

aggregates crushed and screened to obtain four granular classes, namely 0/3 crushed sand and

gravels 3/8, 8/15 and 15/20.

Mechanical Properties of Granular Volcanic Materials Concretes


Ferhat et al. (2005) [5] determined the geometrical and physical characteristics of

pozzolanic gravels 3/8 and 8/16 from Bouhamid deposit located 2.5 kilometers from Beni Saf

in Algeria and also determined a concrete mix by combining the above mentioned aggregates

with the alluvial sand of Oued M’zi region in Algeria.

Benkaddour et al. (2009) [6] in their research entitled "Durability of mortars manufactured

with natural pozzolana and also with artificial pozzolana" proceeded to the characterization of

materials used in the manufacture of mortars, in particular the cement, sand, natural and

artificial pozzolanas. The mechanical performances of the tests on tensile and compressive

strength were also determined at 2, 7 and 28 days.

Wandji (1985) [7] presented the pyroclastics of the locality of Foumbot (blocks, slags,

lapillis and volcanic ashes) as intensely exploited in the Noun plain for road surface and

foundation layers, manufacture of concrete blocks, mortar, without considering physical

properties related mainly to particle size analysis by the method of sieving, porosity testing,

specific weight, bulk density, Proctor tests.

Wandji (1995) [8] showed that the gray ash and black pozzolanas of the locality of

Foumbot have a proportion of the vitreous phase very similar to that of the gray ash pozzolana

of Mount Djoungo used in the manufacture of cement by CIMENCAM. The same work also

determined the chemical and mineralogical composition of four pozzolana types from the

plain of Noun and three pozzolana types from the plain of Tombel, to show that the studied

pozzolanic materials have mechanical strengths and pozzolanic properties that improve with

time for pozzolana-cement-water mixes. The results of pozzolanicity tests, coefficient k of

FERET and percentage of vitreous phase, show that black pozzolanas of Noun Plain are better

than those of Mount Djoungo used by CIMENCAM in the plain of Tombel.

Wandji and Njie (1988) [9] showed that the pyroclastic products of the locality of

Foumbot are uniform aggregates and have high porosity, low density and the coarser

pozzolana has good compressive strength Rc for blocks (Rc = 19.3 bars or (1.93 MPa)). The

soil formations of the locality showed a significant Pozzolanicity that improves with time and

are interesting for the manufacture of mortar and roman cement. Roman cement or rapid

hardening cement, suitable for works under very wet and saturated conditions with water, is

obtained by combining the pozzolana with lime. The results obtained by Wandji and Tchoua

(1988) confirmed the value of Rc above (1.93 MPa).

Wandji and Tchoua (1988) [10] showed that pyroclastics, not welded products issued by

volcanism in the locality of Foumbot consist of blocks, ashes and lapillis and the rapid

decomposition of ashes and other projections largely contributed to the great fertility of this

region of the country that provides both food crops, vegetable (tomato, cabbage, leek, lettuce,

potato, onion, plantain, yam, sweet potato, etc.) and export products (Arabica coffee mainly).

Tests on compressive strength and tensile strength of mortars made with cement and

pozzolana and with cement and natural sand were also performed and the results showed that

the mortar manufactured with the normal sand is stronger than that manufactured with

pozzolana.

Other works presented some physical characteristics and mechanical tests on pozzolanas

in the locality of Foumbot (Wandji, 1985 [7], Wandji and Njie, 1988 [9], Wandji and Tchoua,

1988 [10], Wandji and Tchoua, 1993 [11])

Ninla (2008) [12] has defined pozzolanas as natural or artificial materials rich in silica and

alumina, which can react with lime in the presence of water to form products with binding

properties. This work has also shown that pozzolanas are used in cement plants for their



pozzolanic properties (ability to fix lime at room temperature and to form products with

binding properties), and that the main pozzolanas are volcanic materials (ashes, slags, etc.),

ashes from thermal power plants, blast furnace slags, ashes from rice husks, bagasse from

sugar cane, and calcined clay. In Cameroon, several deposits of volcanic pozzolanas exist,

particularly around Mount Manengouba, Mount Cameroon, in the locality of Foumbot,

Djoungo, Kumba and the Adamawa plateau. Some of these pozzolanas are sometimes used in

road works, or as an additive in the production of cement and mortars.

Mbessa et al. (2012) [13] proposed a concrete and mortar mix design with sand 0/5 from

the Sanaga, gravel 12.5 / 16 from Nkometou in Lékié, pozzolana aggregates from Djoungo

ground into powder and used for partial replacement of cement in the mixture.

Bidjocka (1990) [14] showed that lightweight pozzolana concretes are concretes with

pozzolana aggregates, thus with porous aggregates. These concretes have a specific gravity

between 1100 and 1500 kg / m3.

The work of Meukam (2004) [15] presented sites where natural pozzolana can be

collected in Cameroon, namely the Tombel plain, where the Djoungo quarry is located and

the Noun plain where there are four open quarries that would be the most important of the

locality of Foumbot. In addition this pozzolana can be used in agriculture, road works, the

manufacture of cements and concretes.

Billong et al. (2013) [16] carried out the determination of the absolute density and particle

size analysis of powders of less than 100 μm of five pozzolana samples from Ngouogouo and

Fossang in the locality of Foumbot in West Cameroon and Djoungo in the Littoral, showing

that these materials are heavy, at the same time that the chemical and mineralogical analyzes

were carried out on the said materials, all this for use in durable cement like materials.

Moundom et al. (2016) [17] carried out research and determined the physical

characteristics of black volcanic ashes from Baïgom, black pozzolanas from Ngouogouo and

brown pozzolanas from Mfosset in the locality of Foumbot.

Bedadi & Bentebba (2011) [18] in their research on the experimental study of a dune sand

concrete for the manufacture of reinforced and weakly reinforced slabs and pre-slabs in

Algeria characterized the aggregates used for the manufacture of mortars and concretes,

precisely AIN EL-BEIDA dune sand (Ouargla), HASSI-ESSAYAH alluvial sand (Ouargla),

HAOUD EL HAMRA gravel (Hassi-Messaoud) and AIN TOUTA cement (Batna). The

concrete specimens were made using the DREUX - GORRISSE method and the consistency,

tensile and compression strength tests carried out on the concrete.

Boukli Hacene et al. (2009) [19] conducted an experimental and statistical study on the

influence of subsidence and occluded air on the compressive strength of concretes in Algeria.

They determined the chemical and mineralogical compositions as well as the physico-

mechanical characteristics of the cement used in the manufacture of the experimented

concretes. The characterizations of the aggregates used from the Djebel Abiod quarry in Sidi

Abdelli in Algeria and the particle size analyses were carried out. As part of their study, Féret

formula was used for the computation of the compressive strength of concretes at 28 days.

Dupain R., Saint-Arroman J.-C. (2009) [20] proposed an approach for the concrete mix

design with lightweight and porous aggregates, dry or wet.

Mutabaruka et al. (2016) [21] determined the compressive strength and permeability of

volcanic rock aggregates in Rwanda.



Zou and Zboon (2014) [22] conducted an investigation on the volcanic rocks of Jordan in

order to understand the possible effect of mixing volcanic rock aggregates with cement

mortar.

Ozbek (2013) [23] used an advanced method and method of optimization to compute the

compressive strength of volcanic rocks.

Mathew et al. (2013) [24] presented a comparative analysis on the eligibility of volcanic

rocks as concrete aggregates using workability, compressive strength and bulk densities.

Aydin et al. (2010) [25] investigated the potential effect of volcanic rock aggregates when

mixed with concrete components for better compressive and tensile strengths.

Yasar et al. (2009) [26] and Gennaro et al. (2007) [27] determined the chemical properties

of volcanic rocks in Turkey and Bologna (Italy).

Chihaoui et al. (2009) [28] have highlighted the influence of cement substitution by a

proportion of the Beni-Saf natural pozzolana (10%, 20% and 30%) in the mortar and the

compressive strengths at 28 days were determined on the various mortars.

Several research projects have been carried out on mortars or concretes in order to

evaluate the influence of partial replacement of cement by Beni-Saf's natural pozzolana on the

evolution of mechanical performances and durability (Senhadji, 2006 [29]; Ghrici, 2006 [30]

and Ali Aichouba, 2005 [31]).

Bessenouci et al. (2011) [32] used two theoretical approaches to the apparent thermal

conductivity of pozzolana concrete using modeling of porous materials.

Hamidi et al. (2011) [33] carried out a comparison of the physical and mechanical

characteristics of a CEMI 52.5R type cement mortar supplied by Lafarge and a cement mortar

of the same type with the addition of pozzolana powder ranging from 0 to 40%

Rabehaja Ranaivo B. (1986) [34] determined the experimental results relating to

measurements of the apparent thermal conductivities of two types of concretes with pozzolana

aggregates (solid and cavernous concretes) as a function of the total porosity of the concrete.

Bidjocka et al. (1993) [35] have shown in their works that a small amount of Djoungo

pozzolanas are being used as additional cement materials for a local plant.

Amougou (1993) [36] has shown the existence of several deposits of volcanic ashes and

pozzolanas in Cameroon, particularly on the slopes of Mount Cameroon, the Kumba plain, the

slopes of Mount Manengouba, the plain of Tombel, the plain of Noun, Lake Nyos and the

Adamawa plateau.

Of all the previous works above, none has given proposals for the use of the materials

studied for the manufacture of lightweight aggregates hollow blocks, with a minimum

compressive strength equal to 2.5 MPa as required by standards and usable in the construction

of non-load bearing walls of buildings. Similarly, none of the above-mentioned authors has

developed proposals for the manufacture of low strength light-weight concretes for the filling

of old floors, taking into consideration the physical characteristics of the materials studied and

the modern concrete mix design methods. From all these reasons follows the importance of

the present work.



3. MATERIALS AND METHODS

3.1. Location of the Study Area

The Locality of Foumbot is an agricultural town in the Noun Division. According to Ngapgue

and Tsalefac (2011) [37], it is located between 10 ° 30 'and 10 ° 50' East Longitude, 5 ° 10

'and 5 ° 50' North Latitude on the Western Highlands - Cameroon (Figure 1).

Figure 1 Location of Noun Division and the locality of Foumbot in the Region of West Cameroon



3.2. Sampling

The study sites at Foumbot, namely Ngouogouo, Mfosset and Baigom were chosen because

they are abundant quantities of black volcanic ashes and pozzolanas widely used in

construction. The different disturbed samples and representative of the sites were taken

according to the recommendations of the standard NF EN 932-1 (1996) [38]. Smaller

quantities used for the laboratory tests were taken by quartering, from the large representative

samples of the materials studied according to the standard NF EN 932-2 (1999) [39].

3.3. Mix design of Pozzolana Concretes

The mixes designs used by the populations on the field and three other mixes designs

developed in this work to increase the compressive strength of manufactured products were

studied:

3.3.1. Volumetric mixes designs used by the populations in the field (Formula 1)

Field investigations yielded the following volumetric mix designs with a cement content of 50

kg of CPJ 35, the materials being all-in aggregates:

Combination 1 (180 litres of black volcanic ash and 90 litres of black pozzolana;

Combination 2 (180 litres of black volcanic ash and 135 litres of black pozzolana);



Combination 5 (270 litres of black volcanic ash and 135 litres of black pozzolana).

3.3.2. Volumetric mix design developed in this study

The following volumetric mixes designs have been developed to increase the compressive

strength of manufactured products. The materials are all-in aggregates and a cement CPJ 35

content is 50 kg.

Formula 2






Formula 3






Formula 4








3.3.3. Mix design by the Sand Concrete Method derived from NF P 18-500 (1995)

Sand concrete is composed mainly of sand (0-5 mm), cement, additive fines such as active

fines (fly ash, ground slag, ground pozzolanas) and inert fines (limestone fines or fines from

grinding of massive rocks) and water. Other specific additions are possible to improve and

adapt to the needs of particular uses. The sand concrete loaded is obtained after the addition of

the chippings (G) such that the mass ratio G / S is strictly less than 0.7 where S is sand (0-5

mm). This type of addition aims at increasing the rigidity of the granular skeleton of sand

concrete (Abdeljalil ZRI, 2010) [40]. The mix design considered in this section of the study is

that of sand concrete loaded with four components namely, sand S, gravel G, cement and

water. The combination S1S2G1 is used: (S1S2G1, Dmax = 8 mm, C = 300 kg / m3 with G / S

values of 0%, 10%, 20%, 30%, 40%, 50% and 60%) where S1, S2 and G1 denote respectively

the black volcanic ash sand from Baïgom, the black pozzolana sand from Ngouogouo and the

black pozzolana gravel from Ngouogouo.

3.3.4. DREUX-GORISSE method (1983) for the mix design of pozzolana concretes

Dreux-Gorisse method (1983) [41] is used in this study for the mix design of pozzolana

concretes.

Two cases were considered in the manufacture of concrete specimens and 15 cm concrete

hollow blocks with the pozzolanas from Foumbot: A formula composed of S1S2G1, Dmax =

20 mm and cement C dosages of 250, 300, 350 and 400 kg / m3 and another formula

consisting of S1S2G1, cement C dosage of 300 kg / m3 and Dmax values of 20 mm, 12.5 mm

and 8 mm. The Dreux-Gorisse mix design method makes it possible to determine the optimal

quantities of materials (water E, cement C, sand S, chippings and gravel) necessary for

making a cubic meter of concrete in accordance with the specifications.

Two calculation steps are necessary to obtain the theoretical mix design of the concrete,

namely for dry and non-porous aggregates and for porous aggregates:

3.3.4.1. Dry and Non-Porous Aggregates

All stages of Dreux-Gorisse method are used for the determination of weight and volume

batching with dry and non-porous aggregates. The pozzolana aggregates being neither rolled

nor crushed, (CEMEX, www.cemexgranulats.fr, Gamme Granulat [42]; EMBELYA, 2012,

www.embelya.fr [43]), the value of the correction term K for the Optimization of concrete

compactness is chosen as the average value for rolled aggregates and crushed aggregates.

3.3.4.2. Porous aggregates

This step is simply to correct the quantity of water in the mix.

When the aggregates are porous, or if they are not dry, it will be necessary to consider the

water absorbed or the water content in the following way:

Taking into account the water brought or retained by the materials and products

When the aggregates used have a negligible porosity, the simplest is to use them dry, so as to

better control the quantity of water introduced in the mixer.

The aggregates studied have significant porosity, they must be introduced wet in the mixer

so that they absorbed previously the water corresponding to their porosity, otherwise this

absorption will occur during mixing and the consistency of the material can be very modified.

In each case, if G is dry gravel mass in the mix, wG its water content and AbG its absorption

coefficient; if S is the dry sand mass in the mix, wS its water content and AbS its absorption

coefficient; the wet masses MG and MS and the water content are given by formulas 3, 4 and

5.



(3)

(4)

(5)

If A is the solids content of admixture and if the percentage of dry extract contained in the

admixture (as it is commercialized in liquid form) is designated dry extract (%) then it is

necessary to provide an admixture in liquid form MA and water dosage Ea given by formulas

6 and 7.

(6)

(7)

Batch for Concrete Testing

It is necessary to use batch for concrete testing to carry out at least one slump test with slump

cone and many specimens 16 cm x 32 cm (3 minimum). Since the volume of the cone is

approximately 5.5 l and each of the specimens is 6.4 l, provide enough concrete to do so, and

for this increase the test batch by 25% of the total theoretical volume.

3.3.5. Compressive Strength at 28 days

A minimum of three (03) concrete specimens and three (03) concrete hollow blocks are used

for each test.

The compressive strength is measured on cylindrical specimens whose moulds have

characteristics defined by standards NF P18-400 [44] and EN 12390-1 [45];

Placing of concrete and conservation for study, convenience or control tests are carried out

according to EN 12390-2 [46];

The purpose of information tests is to evaluate the characteristics of the concrete used for the

construction of the elements of a structure. The sampling of the concrete and its conservation

comply with standard NF P18-405 [47], to produce test specimens by approaching the

conditions of installation in the structure as closely as possible. The conservation must also

reproduce the conditions of conservation of the structure: same date of demoulding, exposure

to the wind, the rain or the sun, etc. ;

Compression tests are performed in accordance with EN 12390-3 [48];

The press FORM + TEST SEIDNER used is manufactured in Germany and is hydraulic

operated machine, with 1500 kN maximum load, of appropriate dimensions for specimens to

be tested and meeting the requirements of EN 12390-4 [49];

The preparation of end surfaces of the cylindrical specimens, before compression tests is in

accordance with EN 12390-3 [48];

The compressive strength of 16 cm x 32 cm specimens is determined at a constant rate of 0.2

and 1.0 MPa/s (4 kN/s and 20 kN/s) for hydraulically operated machines;

The compressive strength R is expressed in MPa within a tolerance of 0.5 MPa and has

the following expression:



where P is the maximum recorded load during the test and S is the orthogonal section of

the specimen. In the above relation, R is directly in MPa if P is expressed in meganewton

(MN) and S in square meter (m²).

A correction related to the press used in this work is made to the maximum recorded load

P and the value of the force considered for the determination of R is:

0.975P-0.57 (kN), where P is in kN.

For hollow blocks that must be tested for compression, S is the gross section.

According to the CERIB (Center for Studies and Research of the Concrete Industry)

(2011) [50], the standards NF DTU 20-1 (1999) [51], NF P 14-304 (1983) [52], NF EN 771-3

(2011) [53] and NF EN 771-3 / CN (2012) [54], lightweight aggregates concrete hollow

blocks must have compressive strength at 28 days of 2,5 MPa, for non-loadbearing walls of

buildings (excluding seismic zone). In seismic zone the minimum strength must be 3 MPa.

According to the same standards, the maximum aggregates dimension must be function of the

block walls thickness and Dmax ˂ 15 cm for thin walls. In order to facilitate the filling of the

moulds in the case of thin-walled blocks to be plastered or rendered, the maximum dimension

of the gravels Dmax must not exceed 8 mm. The volumetric mix design practiced by the

populations, the volumetric mix design elaborated in this study, the Dreux-Gorisse method

and the sand concrete method were used to obtain the compressive strength of 2.5 MPa.

4. RESULTS AND INTERPRETATION

Concrete mix samples were designed with pozzolana aggregates from the locality of Foumbot

in the manufacture of 15 cm hollow blocks to be used for the construction of non-loadbearing

walls of the buildings.

4.1. Compressive strength of 15 cm concrete hollow blocks obtained by volumetric mix

design by the populations

The compressive strength at 28 days of 15 cm pozzolana aggregates concrete hollow blocks

manufactured using the volumetric mix design by the populations (Formula 1) are presented

in Table 1.

Table 1 Compressive strength at 28 days of 15 cm pozzolana aggregates concrete hollow blocks

obtained with the volumetric mix design by the populations (Formula 1)

COMBINATIONS Compressive strength at 28 days (MPa) of 15 cm

concrete hollow blocks

Combination 1 1,83

Combination 2 1,45

Combination 3 1,29

Combination 4 1,40

Combination 5 1,29

Table 1 shows that the formula 1 used by the populations gave 15 cm concrete hollow

blocks with compressive strength lower than the value of 2.5 MPa required by the CERIB

(Center for Studies and Research of the Concrete Industry) (2011) [50], the standards NF

DTU 20-1 (1999) [51], NF P 14-304 (1983) [52], NF EN 771-3 (2011) [53] and NF EN 771-3

/ CN (2012) [54] for the manufacture of lightweight aggregates concrete hollow blocks to be

used in the construction of non-loadbearing walls of buildings. The said dosages used by the

populations are discouraged.



4.2. Compressive strength of 15 cm concrete hollow blocks obtained with

volumetric mix design developed in this study

Formulas 2, 3 and 4 were developed in this work in order to increase the compressive strength

of the hollow blocks by decreasing the quantity of aggregates in the mixture while while

maintaining constant the quantity of cement. The values of compressive strength at 28 days of

the 15 cm pozzolana aggregates concrete hollow blocks obtained with the abovementioned

formulas are presented in Table 2.

Table 2 Compressive strength at 28 days of 15 cm pozzolana aggregates concrete hollow blocks

obtained with elaborated formulas (Formulas 2, 3 and 4)

COMBINATIONS Compressive strength at 28

days (MPa) of the 15 cm

hollow blocks (Formula 2)

Compressive strength at 28



Compressive strength at 28



Combination 1 1,99 2,27 2,70

Combination 2 1,62 1,99 2,64

Combination 3 1,62 1,83 1,94

Combination 4 1,51 1,67 2,16

Combination 5 1,4 1,56 2,05

Table 2 shows that formulas 2 and 3 gave 15 cm concrete hollow blocks with a

compressive strength lower than the value of 2.5 MPa required by CERIB (2011) [50], the

standards NF DTU 20-1 (1999) [51], NF P 14-304 (1983) [52], NF EN 771-3 (2011) [53] and

NF EN 771-3 / CN (2012) [54] for the manufacture of lightweight aggregates concrete hollow

blocks to be used in the construction of non-loadbearing walls of buildings. An increase in the

strength of the blocks has been noticed compared to the strengths of blocks obtained by the

populations in the field. The dosages elaborated are discouraged.

Table 2 also shows that Combinations 1 and 2 of Formula 4 gave 15 cm concrete hollow

blocks with a compressive strength greater than 2.5 MPa required by CERIB (2011) [50], the

standards NF DTU 20-1 (1999) [51], NF P 14-304 (1983) [52], NF EN 771-3 (2011) [53] and

NF EN 771-3 / CN (2012) [54] for the manufacture of lightweight aggregates concrete hollow

blocks to be used in the construction of non-loadbearing walls of buildings. The present study

therefore recommends these two combinations for the manufacture of the said hollow blocks.

The recapitulatory of all volumetric mixes designs (the one performed in the field by the

populations and those elaborated in this study) is presented in Figure 2.

Figure 2 Compressive strength of 15 cm concrete hollow blocks at 28 days obtained using all

volumetric formulas.



Figure 2 summarizes the 28-day compressive strength (fc) of volumetric formulas

(Formulas 1, 2, 3 and 4).

4.3. Compressive strength of concretes obtained by Dreux - Gorisse method

Two cases were considered in the manufacture of pozzolana aggregates concretes and 15 cm

concrete hollow blocks: A formula composed of S1S2G1, Dmax = 20 mm and cement C

dosages of 250, 300, 350 and 400 kg / m3, another formula composed of S1S2G1, cement C

dosage of 300 kg / m3

and Dmax values of 20 mm, 12.5 mm and 8 mm.

The physical characteristics of the aggregates studied and used in the mix design of

pozzolana concretes were determined.

4.3.1. Physical characteristics of the studied materials

The specific gravities, the water absorption coefficient and the fineness modulus of the

aggregates studied were determined (Moundom et al, 2016) [17] and the values presented in

Table 3.

Table 3 Specific gravities, the water absorption coefficient and the fineness modulus of the studied

materials

Materials studied

Specific gravity

(g / cm3)

Water absorption coefficient

(% aggregates dry weight)

Fineness

Modulus

Black volcanic ash sands for D ≤ 5 mm 2.52 25 2,09

Black pozzolana sand for D ≤ 5 mm 2.23 25 4,21

Black pozzolana for D > 5 mm 2.06 25 -

Brown pozzolana sand for D ≤ 5 mm 2.53 25 4,07

Brown pozzolana for D > 5 mm 2.37 25 -

The values of the specific gravity, the water absorption coefficient and the fineness

modulus of the materials studied are shown in Table 3. The specific gravity values are

between 2 g / cm3 and 3 g / cm

3. The water absorption coefficient is between 20 and 30% of

weight of the dry materials: According to NF EN 12620 (2008) [55], NF XP18-545 (2004)

[56], EN 13055-1 (2002) [57], NF P 18-554 (1990) [58] and NF P 18-555 (1990) [59], and

also UNICEM Auvergne, the aggregates are very porous and lightweight aggregates. The

fineness modulus of the black volcanic ash sands is between 1.8 and 2.2 (Table 3). According

to NF P 18-541 (1994) [60], the aggregates are very fine and can reduce the strength of

concrete while facilitating the workability when used alone as sands: They can be corrected

by providing a coarser sand to bring the fineness modulus between 2.2 and 2.8. The fineness

modulus of the black pozzolana sands and brown pozzolana sands with dimension less than or

equal to 5 mm is greater than 2.8: According to NF P 18-541 (1994) [60], the aggregates are

coarse, not good for the manufacture of concrete and can only be used after correction with a

finer sand to bring the fineness modulus between 2.2 and 2.8.

4.3.2. Compressive strength of pozzolana concretes obtained by the Dreux - Gorisse method

for (S1S2G1, Dmax = 20 mm, Cement C of 250, 300, 350 and 400 kg / m3 of concrete)

The formula composed of S1S2G1, Dmax = 20 mm and the cement C dosages of 250, 300, 350

and 400 kg / m3 did not allow to make 15 cm hollow blocks due to small thickness of the

block walls and the proportion of gravels greater than that of sands. However lightweight

concretes of low strength were obtained which can be used to fill old floors and give them

strength without overloading them too much. The values of the compressive strength (fc) at

28 days of pozzolana concretes are presented in Table 4 and Figure 3.



Table 4 Compressive strength at 28 days of pozzolana concretes by Dreux-Gorisse Method for

(S1S2G1, Dmax = 20 mm, Cement C of 250, 300, 350 and 400 kg / m3 of concrete)

Figure 3 Compressive strength at 28 days of pozzolana concretes by Dreux-Gorisse Method for

(S1S2G1, Dmax = 20 mm, Cement C of 250, 300, 350 and 400 kg / m3 of concrete)

Table 4 and Figure 3 show that the compressive strength of pozzolana concretes is lower

than the LC8 / 9 strength class for lightweight concretes. According to standards NF EN 206-

1 (2005) [61] and UNIBÉTON (2010) [62], these concretes can be used to fill old floors and

give them strength without overloading them too much.

4.3.3. Compressive strength of pozzolana concretes obtained by the Dreux - Gorisse method

for (S1S2G1, C = 300, values of Dmax = 20 mm, 12.5 mm and 8 mm)

The formula composed of S1S2G1, the cement C dosage of 300 kg / m3 and Dmax values of 20

mm, 12.5 mm and 8 mm did not allow to make 15 cm hollow blocks due to small thickness of

the block walls and the proportion of gravels greater than that of sands, even by decreasing

Dmax. However lightweight concretes of low strengths were obtained and can be used to fill

old floors and give them strength without overloading them too much. The values of the 28

day compressive concrete strength are presented in Table 5 and Figure 4.

0

2

4

6

8

10

S1S2G1 250 S1S2G1 300 S1S2G1 350 S1S2G1 400

f c(2

8)

(MP

a)

Cement (kg) S1S2G1

FORMULAS Compressive strength at 28 days (MPa)

of concrete (Cylindrical specimen 16 cm x 32 cm)

S1S2G1

C = 250 kg/m3 3,87

S1S2G1

C = 300 kg/m3 4,36

S1S2G1

C = 350 kg/m3 7,28

S1S2G1

C = 400 kg/m3 8,26



Table 5 Compressive strength at 28 days of pozzolana concretes by Dreux-Gorisse Method for

(S1S2G1, C = 300, Values of Dmax = 20 mm, 12.5 mm and 8 mm)

FORMULAS Compressive strength at 28 days (MPa) of concrete

(Cylindrical specimen 16 cm x 32 cm)

S1S2G1

C = 300 kg/m3

Dmax = 20 mm 4,36

S1S2G1

C = 300 kg/m3

Dmax = 12,5mm 4,72

S1S2G1

C = 300 kg/m3

Dmax = 8 mm 7,28

Figure 4 Compressive strength at 28 days of pozzolana concretes by Dreux-Gorisse Method for

(S1S2G1, C = 300, Values of Dmax = 20 mm, 12.5 mm and 8 mm)

Table 5 and Figure 4 show that the compressive strength of pozzolana concretes is lower

than the LC8 / 9 class of strength for lightweight concretes. According to the standards NF

EN 206-1 (2005) [61] and UNIBÉTON (2010) [62], these concretes can be used to fill old

floors and give them strength without overloading them too much. Moreover, when the

maximum diameter Dmax of the aggregates increases, the compressive strength decreases.

This phenomenon is explained by the fact that when Dmax increases, the closed porosity of

the aggregates increases, the absolute density of the aggregates decreases and thus the

compressive strength decreases.

4.4. Compressive strength of pozzolana concretes and concrete hollow blocks

obtained by the adaptation of sand concrete method derived from Standard NF P

18-500 (1995)

Since Dreux-Gorisse method [41] did not allow to manufacture concrete hollow blocks, the

mix design of pozzolana concretes by adapting the sand concrete method derived from

Standard NF P 18-500 (1995) [63] ] was used. The mix has the particularity of having a

greater proportion of sand (S) with the incorporation of gravel (G) such that the mass ratio G /

S < 0.7.

The Compressive strength at 28 days of the concrete hollow blocks is obtained by

targeting the characteristic strength of 12 MPa for the concrete which corresponds to a cement

0

2

4

6

8

Dmax 8 Dmax 12,5 Dmax 20

f c (

28

) (M

Pa)

Dmax (mm) S1S2G1



dosage of 300 kg / m3. The concretes mixes were designed with S1S2G1, G / S values of 0%,

10%, 20%, 30%, 40%, 50%, 60% and Dmax = 8mm where S is determined from S1 and S2 by

Abrams rule. The 28-day compressive strength of the 15 cm pozzolana concrete hollow

blocks and pozzolana concretes is presented in Table 6 and in Figure 5.

Table 6 Compressive strength at 28 days of concretes and 15 cm hollow blocks with the adaptation of

the sand concrete method derived from Standard NF P 18-500

MASS RATIO Compressive strength at 28 days

(MPa) of pozzolana concretes

Compressive strength at 28 days

(MPa) of 15 cm hollow blocks

G/S = 0% 7,28 1,78

G/S = 10% 7,77 2,27

G/S = 20% 8,26 2,59

G/S = 30% 7,53 2,51

G/S = 40% 6,80 2,10

G/S = 50% 6,67 1,94

G/S = 60% 6,31 1,62

Figure 5 Compressive strength at 28 days of concretes and 15 cm hollow blocks with the adaptation

of the sand concrete method derived from Standard NF P 18-500 (1995)

Compressive strength increases when G / S ratios increase from 0 to 20% and then begin

to decreases gradually. This phenomenon is explained by the fact that this increase is not

made indefinitely and passes through the optimal value for the mass ratio of 20%

approximately.

Table 6 and Figure 5 show that the compressive strength of Foumbot's pozzolana

concretes is lower than the LC8 / 9 strength class for lightweight concretes. According to

standard NF EN 206-1 (2005) [61] and UNIBÉTON (2010) [62], these concretes can be used

to fill old floors and give them strength without overloading them too much.

Moreover, the same table and figure show that the formulas corresponding to the G / S

values of 20% and 30% above gave 15 cm concrete hollow blocks having a compressive

strength greater than the value of 2.5 MPa required by CERIB (2011) [50], the standards NF

DTU 20-1 (1999) [51], NF P 14-304 (1983) [52], NF EN 771-3 (2011) [53] and NF EN 771-3

/ CN (2012) [54] for the manufacture of lightweight aggregates concrete hollow blocks to be

7.28 7.77

8.26 7.53

6.8 6.67 6.31

1.78 2.27

2.59 2.51 2.1 1.94

1.62

0

1

2

3

4

5

6

7

8

9

0 10 20 30 40 50 60

f c (

28)

(MP

a)

G/S (%)

Pozzolana Concrete 15 cm pozzolana hollow block



used in the construction of non-loadbearing walls of buildings. Both ratios are recommended

for the manufacture of hollow blocks in the construction of non-loadbearing walls of

buildings.

4.5. Densities of Foumbot pozzolana concretes

The densities immediately after demoulding and after 28 days of immersion are presented in

Table 7.

Table 7 Densities of pozzolana concretes immediately after demoulding and after 28 days of

immersion

Formulas Density immediately after

demoulding (kg / m3)

Density after 28 days

of immersion (kg / m3)

G/S = 0% 2045,4 2067,1

G/S = 10% 2005,0 2005,0

G/S = 20% 1958,3 1966,1

G/S = 30% 1942,8 1969,2

G/S = 40% 1927,3 1973,9

G/S = 50% 1880,6 1927,3

G/S = 60% 1865,1 1880,6

S1S2G1, C = 250 kg, Dmax = 20 mm 1554,2 1663,0

S1S2G1, C = 300 kg, Dmax = 20 mm 1600,9 1678,6

S1S2G1, C = 350 kg, Dmax = 20 mm 1725,2 1784,3

S1S2G1, C = 400 kg, Dmax = 20 mm 1678,6 1725,2

S1S2G1 , C = 300 kg, Dmax = 20 mm 1585,3 1600,9

S1S2G1 , C = 300 kg, Dmax = 12,5 mm 1694,1 1756,3

S1S2G1 , C = 300 kg, Dmax = 8 mm 1865,1 1911,7

From Table 7, all the densities of pozzolana concrete mix designs are between 1554 kg /

m3 and 2070 kg / m

3, showing that pozzolana concretes are lightweight concretes. For a given

cement dosage, when Dmax decreases or G / S decreases, the density of the concrete

increases; When Dmax decreases and the cement dosage is constant, the density of the

concrete increases; and when Dmax is constant and the cement dosage increases, the density

of the concrete increases.

5. PROPOSALS

The following proposals have been made for the construction of a building with non-bearing

walls:

The volumetric mixes designs practiced by the populations for the manufacture of 15 cm

concrete hollow blocks for non-loadbearing walls must be rejected;

All volumetric mixes designs for the manufacture of 15 cm concrete hollow blocks with

formulas 1, 2 and 3 must be rejected;

Combinations 1 and 2 of Formula 4 elaborated in this study are recommended and others are

rejected;

The mass ratios G / S = 20% and G / S = 30% for the manufacture of concrete hollow blocks

by the adaptation of the sand concrete method derived from French Standard NF P 18-500

[63] are recommended and others ratios not advised;

All concretes mixes designs in this work are recommended for the filling of old floors and

giving them strength without overloading them down too much.



6. CONCLUSIONS

The results obtained in this work led to the following conclusions:

The volumetric mixes designs practiced by the populations give concrete hollow blocks with

compressive strength lower than the minimum of 2.5 MPa required by the standards for

lightweight concrete hollow blocks of non-bearing walls;

The mix design using a Dreux-Gorisse method did not allow the manufacture of concrete

hollow blocks, but instead lightweight concrete with low strength to fill old floors and give

them resistance without overloading them too much. Compressive strength increases when the

cement dosage increases, but decreases when the maximum diameter Dmax of the aggregates

increases.

The mix design by adapting the sand concrete method derived from the NF P 18-500 standard

gives lightweight concretes of low strengths that can be used to fill old floors and give them

resistance without overloading them too much. Compressive strength increases as the G / S

ratio increases passing through the optimum value of 20%. Two ratios with G / S = 20% and

G / S = 30% are recommended for the manufacture of concrete hollow blocks. The densities

of the pozzolana concretes mixes designs are between 1554 kg / m3 and 2070 kg / m

3 showing

that pozzolana concretes are lightweight concretes. For a given cement dosage, when Dmax

decreases or G / S decreases, the density of the concrete increases. As Dmax decreases and the

cement dosage is constant, the density of the concrete increases. When Dmax is constant and

the cement dosage increases, the density increases.

Combinations 1 and 2 of Formula 4 elaborated in this study gave 15 cm concrete hollow

blocks compressive strength greater than or equal to the minimum value of 2.5 MPa required

by the standard for lightweight aggregates for non-loadbearing walls. These combinations are

recommended for the manufacture of concrete hollow blocks for non-loadbearing walls. All

other combinations of the formulas 1, 2, 3 and 4 gave compressive strength of the 15 cm

concrete hollow blocks lower than the minimum value of 2.5 MPa and are therefore

discouraged.

ACKNOWLEDGEMENTS

The present was carried out at the University Institute of Technology Bandjoun Civil

Engineering Laboratory and also at the National Civil Engineering Laboratory

(LABOGENIE) Bafoussam. The supports of the Director of each above mentioned Institution

are acknowledged for allowing all the tests to be carried out free of charge in their Civil

Engineering Laboratory.

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