Edited by: Edwards Deming Corporate
Technology
January - June Vol. 5 - 1 - 2022
https://revista-edwardsdeming.com/index.php/es
e-ISSN: 2576-0971
Received: November 14, 2021
Approved: December 4, 2021
Page 117-129
Comparative analysis of stone aggregates for the
manufacture of concrete in the construction of
civil works
Análisis comparativo de agregados pétreos, para fabricación
de hormigones en la construcción de obras civiles
Wellington Leodan Velásquez Álava
*
Eduardo Humberto Ortiz Hernández
*
Ramona Panchana de Calderero
*
ABSTRACT
This research is a comparative analysis between aggregates
from the Picoazá - Megarok Basaltic quarry in Portoviejo
and from the Ahon Mine in Quevedo, the purpose is to
analyze and characterize the stone aggregates from the
Picoazá Basaltic quarry and from the Ahon Mine to design
concrete mixes and their impact on the performance for
construction; an experimental methodology was applied.
Samples were tested at the Soil Mechanics Laboratory of
the Technical University of Manabi. Among the tests used
were: angels machine, coarse granulometry, fine
granulometry, specific weights, loose unit weights, unit
weights, rodded unit weight, sulfate test, abrasion test, as
well as the preparation of specimens to be tested to simple
compression and to verify the resistances at ages of 7, 14,
21, 21, 28 days. Obtaining differentiated results, it is
concluded that the aggregates of the Picoaza Megarok
Basaltic quarry have greater resistance to compression in
concretes than the Ahon Mine that come from a riverbed,
these resistance drops of approximately 15% with respect
* Maestría de Ingeniería Civil Mención en Vivienda Social, Instituto de
Postgrado, Universidad Técnica de Manabí. Portoviejo, Manabí,
Ecuador, iron932@yahoo.com, https://orcid.org/0000-0002-6232-5025
* Maestría de Ingeniería Civil Mención en Vivienda Social, Instituto de
Postgrado, Universidad Técnica de Manabí. Portoviejo, Manabí,
Ecuador, eduardo.ortiz@utm.edu.ec, https://orcid.org/0000-0002-
1885-6005
* Maestría de Ingeniería Civil Mención en Vivienda Social, Instituto de
Postgrado, Universidad Técnica de Manabí. Portoviejo, Manabí,
Ecuador, eduardo.ortiz@utm.edu.ec, https://orcid.org/0000-0002-
1885-6005
Ecuador, ramona.panchana@utm.edu.ec, https://orcid.org/0000-0002-
0763-5426
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to the Picoaza quarry, are due to the content of silt
material present in the aggregate.
Keywords: Aggregates, concrete, compressive strength
RESUMEN
La presente investigación es un análisis comparativo entre agregados de la cantera
Basáltica Picoazá - Megarok de Portoviejo y de la Mina Ahon de Quevedo, la finalidad es
analizar y caracterizar los agregados pétreos de la cantera Basáltica Picoazá y de la Mina
Ahon para realizar diseños de mezclas en hormigón y su incidencia en las prestaciones
para la construcción; se aplicó una metodología experimental. Así se ensayaron muestras
en el laboratorio de Mecánica de Suelos de la Universidad Técnica de Manabí. Entre los
ensayos que se utilizaron fueron: máquina de los ángeles, granulometría gruesa,
granulometría fina, pesos especifico, pesos unitarios sueltos, peso unitario varillado,
ensayo a los sulfatos, ensayo de abrasión, así como la confección de especímenes para
ser ensayados a la compresión simples y verificar las resistencias a edades de 7, 14, 21,
28 días. Obteniendo resultados diferenciados, se concluye que los áridos de la cantera
Basáltica Picoazá Megarok poseen mayor resistencia a la compresión en hormigones que
la Mina Ahon que son provenientes del cauce de un rio, estas bajas de resistencia que
son de aproximadamente un 15% con respecto a la cantera Picoaza, se dan por el
contenido de material de limo presente en el agregado.
Palabras clave: Agregados, hormigón, resistencia a compresión
INTRODUCTION
In Ecuador, different research has been carried out on concrete strength using different
methodologies that have allowed obtaining favorable or unfavorable results with the use
of different aggregates and mines or combinations of them.
The preparation of concrete mixes requires the dosing of cement, sand, crushed
aggregates, water and sometimes additives. The production of natural aggregates is
generally done by mining or mechanical or manual extraction of these stone materials;
the research was based on a comparison between the stone materials from the Picoazá
quarries and those from the Ahon quarry. Among the physical and chemical
characteristics of the stone aggregates from both quarries, for the elaboration of
concrete designs with strengths of 210kg/cm
2
.
This study is based on the Ecuadorian Technical Standard INEN (Instituto Ecuatoriano
de Normalización) NTE INEN 1 855-2:2002, which establishes the specifications for the
production of ready-mixed concrete in the fresh and non-hardened state.
The realization of this study is of great importance since it contains the results of the
laboratory tests applied to both mines being that they keep differences not only for the
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quality of their materials but for their extraction characteristics since while the Picoazá
mine obtains the materials by means of the use of rupture of the deposits using dynamite
and other materials; the extraction of the Ahon mine is direct from the basin of the river
in which this material rests, which affects in its differences in its physical qualities.
"Aggregates make up between 70% and 80% of the volume of concrete". (León, María,
2010), which is why it is important to know their properties and their influence on the
properties of concrete to optimize not only their use and exploitation, but also the
design of concrete mixtures. "In Ecuador, several civil works are built informally, without
considering the quality, physical and chemical characteristics of the aggregates to be used
in the elaboration of concrete". (Peña Galván, Diana Isabel., 2015).This could be a cause
for the concrete resistance not to reach the value for which it was designed.
Therefore, it is expected that the contributions of this study will be considered to build
civil works of better quality by establishing the mechanical and physical differences
between the materials of the Picoaza quarry and the Ahon quarry.
MATERIALS AND METHODS
Portland cement was used with the use of stone aggregates from two quarries of Picoaza
de Megarok belonging to the canton of Portoviejo and the Ahon mine from the canton
of Quevedo; subsequently a concrete with a resistance of 210 kg/cm
2
was designed
considering the INEN 1573 specifications. (ASTM C39., 2001)..
In a first analysis, granulometric tests were carried out where technical specifications
must be met as shown in table N°1 for coarse aggregates standard (NTE INEN 696.,
2011) and table N°2 for fine aggregates (NTE INEN 696., 2011)The table shows the
tolerances between the upper and lower limits corresponding to the granulometries.
The aggregates from the Picoaza quarries and the Ahon mine were tested by applying
the Ecuadorian Technical Standards, among which we have:
- Moisture content according to the standard ( NTE INEN 862., 2011).
- Granulometry according to the standard (NTE INEN 696., 2011).
- Unit weight and percentage of voids according to the standard ( NTE INEN 858,
2010) .
- Relative density and fine aggregate absorption according to the standard (NTE
INEN 856., 2010);
- Relative density and absorption to coarse aggregate according to standard (857.,
2010).
- Table 1. Technical specification for fine material.
Limit Sieve
Lower Limit
Upper Limit
3/8"
No 4
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No 8
No 16
No 30
No 50
No 100
Table 2. Technical specification for coarse material.
Limit Sieve
Lower Limit
Upper Limit
2"
1 1/2"
1"
3/4"
1/2"
3/8"
N°4
0
N°8
0
5
Subsequently, the size fractions of the coarse particles from the Megarok quarry as
shown in Table 3 and from the Ahon mine as shown in Table 4 have been determined,
whose maximum size for the coarse aggregate used in both concrete designs was a
maximum size of ¾". According to these results obtained in the granulometries, it is
demonstrated that the coarse materials do not present a grading problem for the
sources of materials for concrete mixes.
For the fine aggregate of both sources of materials, aggregate with a maximum size of
3/8" was used. (NTE INEN 696., 2011)The fine material particle fractions were
determined in this way, obtaining a fineness modulus for the Megarok quarry from the
Picoaza sector of MF =3.10 as shown in Table 5 and for the Ahon mine MF=3.52 as
shown in Table 6.
Table 3. Granulometric test of the Megarok quarry coarse aggregate according to NTE INEN
696:2011.
TAMIZ
P.RETAINED
%
%
%
PARTIAL
WITHHELD
WHAT'S GOING
ON
ESPCFCD
GRANULOMETRY
3/4"
100,00
1/2"
340
5,97
94,03
90 - 100
3/8"
2630
46,17
47,86
40 - 70
N°4
1935
33,97
13,89
0 - 15
621
10,90
2,98
0 - 5
2,63
( 0,35 )
PASS N°200
0,35
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TOTAL
5696,00
Table N°4. Granulometric test of the coarse aggregate of the Ahon Mine according to NTE
INEN 696:2011.
TAMIZ
P.RETAINED
P. WITHHELD
%
%
PARTIAL
ACCUMULATED
WITHHELD
ESPCFCD
GRANULOMETRY
3/4"
100,00
1/2"
301
7.03
92.97
90-100
3/8"
2122
49.53
43.44
40-70
N°4
35.01
8.43
0-15
4.90
3.52
0-5
101
2.36
1.17
PASS N°200
1.17
TOTAL
Table 5. Granulometric Test of Fine aggregate Megarok Quarry (NTE INEN 696., 2011).
3/8"
N°4
11,8
1,37
1,37
98,63
95-100
19,99
18,62
80,01
80-100
44,43
24,44
55,57
50-85
188,2
66,33
21,90
33,67
25-60
134,8
82,01
15,69
17,99
10--30
95,62
13,61
4,38
2--10
3,03
( 1,35 )
PASS N°200
11,60
1,35
TOTAL
859,40
Table 6. Granulometric test of fine aggregate Ahon mine. (NTE INEN 696., 2011).
3/8"
N°4
1140
16,11
83,89
1083
15,30
68,59
993
14,03
54,55
1329
18,78
35,77
2158
30,49
5,28
5,09
0,19
12,8
0,18
( 0,01 )
PASS N°200
0,77
0,01
TOTAL
7076,57
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For the calculation of the fineness modulus corresponding to the fine aggregate, it was
obtained by means of equation Eq. (1). Comparing the results of the materials from the
Picoaza quarry, these meet the established parameter of "fineness modulus between 2.3
and 3.1 as mentioned in the Technical Specifications of the Ministry of Public Works", in
relation to the materials from the Picoaza quarry. (MTOP, 2002)In relation to the
materials from the Ahon quarry, the fineness modulus is outside the permitted range,
which should be taken into account at the time of batching. The concrete design
proposal for both sources of materials was proposed for a strength of 210 kg/cm
2
considering the specifications of the Ecuadorian Technical Standard INEN 1573 (ASTM
C39., 2001). opting for a water/cement ratio of (w/c) 0.50.
The coarse and fine aggregates were tested according to the Ecuadorian Technical
Norms. (MTOP, 2002). Once the fine granulometries were obtained, the fineness
modulus was obtained from the Megarok quarry and the Ahon mine for use in the
concrete design, which is illustrated in Table 7.
MF =
!
"#$%&%'()*"+,-.-/0)*"102&0"%/"&0.(3"455
455
Eq (1).
Figure 1. Picoazá basaltic quarry in the canton of Portoviejo, Manabí province.
Figure 2. Ahon mine in Quevedo canton, Los Ríos province.
Table 7. Modulus of Fineness calculation results
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Source of material
Province
Modulus of fineness
Megarok Quarry
Manabí
3.10
2.90
2.8
Ahon Mine
Los Rios
3.2
3.3
3.5
With the results of the tests as illustrated in Table 8 show the physical-mechanical
properties of the materials used in the design of concrete of 210 kg/cm
2
among these
we have: Dry Saturated Density, Degree of Absorption (NTE INEN 856, 2010),
Varillated unit weight ( NTE INEN 858, 2010).
Table 8 and Table 9 illustrate the laboratory test results of coarse and fine aggregates
from the Picoaza quarry and Ahon mine.
Table 8. Characteristics of coarse and fine aggregates from the Megarok quarry in the
province of Manabí.
Description
Analysis of coarse and fine fine aggregates from the
Picoaza Quarry
Testing
Ripio ¾ "
Concrete Sand
Dsss (g/cm3)
2.564
2.607
Absorption (%)
3.95
7.87
Unit Loose Weight (g/cm3)
1.564
1.486
Compacted Unit Weight (g/cm3)
1.674
1.566
Table 9. Characteristics of coarse and fine aggregates from the Ahon quarry, Los Rios province.
Description
Analysis of coarse and fine fine aggregates from the
Ahon Quarry
Testing
Ripio ¾ "
Concrete sand
Dsss (g/cm3)
2.668
2.687
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Absorption (%)
2.26
1.79
Unit Loose Weight (g/cm3)
1.538
1.576
Compacted Unit Weight (g/cm3)
1.551
1.668
Table 10 indicates that after being tested by impacts between the gravel and the twelve
steel balls, the wear percentages of the coarse aggregates shall have a wear percentage
not greater than 50%, at 500 revolutions, correlating the values with those specified in
INEN 860 and 861. The wear by sulfates shall not experience a disintegration or total
loss greater than 12% in weight as represented in table 12, when derived from five cycles
of the sodium sulfate durability test, as specified in ASTM C88.
Table 10. Abrasion wear results of coarse aggregate from the Megarock quarry.
Sample
N°1 Ahon mine
Sample
N°2 Megarok quarry
Original weight:
5000
5000
Retained weight sieve nº12
(gr):
3955
3580
Weight passing sieve nº12
(gr):
1045
1420
Percentage of wear (%):
20.90
28.40
Number of balls:
Table 11. Sulfate wear test
Sulfate wear test
after five cycles
ASTM Standard C-88
Sample N°1
Sample N°2
Specified value
Picoaza Quarry
8.55
10.57
<12%
Ahon Mine
7.25
6.54
Obtaining the laboratory parameters of coarse and fine aggregates from the Megarok
Quarry and the Ahon Mine, 2 concrete designs were made based on the standard.
(American Concrete Institute (ACI 211.1-91)). As illustrated in Table 12.
Table 12 Proposed 210 kg/cm2 concrete design with coarse and fine aggregate from Megarok
quarry and Ahon mine.
Aggregates
Megarok Quarry
Ahon Mine
QUANTITY OF WATER (Liter)
184
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CONT OF CEMENT (Kg)
368
SAND(kg)
660
STONE (Kg)
1088
930
The concrete slump test was carried out, the conical mold was moistened and then
placed on a flat surface. The mold was held firmly during filling, which was done in 3
layers, each one at one third of the height of the mold, compacted with 25 blows with
the compacting rod. After 24 hours, the specimens were removed and marked to be
placed in the pool filled with water at a temperature of 25°C. (Cedeño, R. A. P.,
Hernández, E. H. O., Párraga, W. E. R. R., & Panchana, M. J. C., 2020).
RESULTS
Concrete specimens were made and tested at 7, 14, 14, 21 and 28 days in the
compression machine maintaining the 2 to 1 ratio as mentioned in the standard based
on the standard. (ASTM C39., 2001).The concrete strengths at the ages of rupture were
presented by means of statistical data.
Figure 3. Load resistance test kg/cm2 of the Ahon mine.
Figure 4. Megarok Quarry kg/cm2 load resistance test.
7 7 14 14 21 21 28 28
Sample 1
132 119 160 165 174 178 204 200
0
50
100
150
200
250
Load Kg/cm
2
Sample Age
Resistance of the Ahon Mine in Quevedo
sector
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Figure 3 and Figure 4 show the results of concrete strength of 210 kg/cm
2
obtained in the Soil Mechanics laboratory of the Technical University of Manabi, for
which samples of specimens were taken and 8 cylinders were made with aggregates from
the Ahon mine in the Quevedo canton in the province of Los Rios and the Megarok
quarry in the Portoviejo canton in the province of Manabi.
Figure 5. Concrete Cylinder Specimens
Figure 3 shows the results corresponding to the Ahon mine, showing that the samples
at 7 days reached 132kg/cm
2
and 119kg/cm
2
, while at 14 days they obtained 132kg/cm
2
and 119kg/cm
2
, at 21 days 160kg/cm
2
and 165kg/cm
2
, while at 28 days they reached
their maximum strength of 204kg/cm
2
and 200kg/cm
2
. Figure 5 shows that the samples
from the Megarok quarry at 7 days reached a strength of 165kg/cm
2
- 168kg/cm
2
, at 14
days 186kg/cm
2
- 181kg/cm
2
, at 21 days 192kg/cm
2
- 199kg/cm
2
and at 28 days their
strength reached 225kg/cm
2
- 234kg/cm
2
.
The coarse and fine aggregates of the Ahon mine reached a maximum resistance of
204kg/cm
2
and 200kg/cm
2
, knowing that it was designed for 210kg/cm
2
, it should be
noted that this does not comply with the design established in this research. For the
coarse and fine aggregates from the Megarok quarry, these reached a maximum
resistance of 225kg/cm
2
and 234kg/cm
2
, exceeding 100% of the load for which they were
designed. The results show differences between the aggregates from the Ahon mine and
7 7 14 14 21 21 28 28
Sample 2
165 168 186 181 192 199 225 234
0
50
100
150
200
250
Load Kg/cm
2
Sample age
Resistance of the Picoaza Basaltic Quarry
"Megarok".
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the aggregates from the Picoaza quarry, mainly in the abrasion test in the aggregates
where the percentage of wear in the mine is 20.90% and in the Picoaza quarry it is
28.40%. Therefore, the percentage of resistance differs by 15% in both concrete designs.
This difference shows that the aggregates from the Picoazá quarry offer greater strength
in the concrete design, which would allow a higher quality construction and better
characteristics, compared to the concrete design obtained from the aggregates of the
Ahon mine.
Finally, the electrical resistivity test was performed. (Ortiz, E., Macias, L., Delgado, D.,
Zambrano, A., 2020). The Surf ™ Hand - Held Probe measuring equipment was used,
which is an advanced laboratory testing device for the measurement of surface electrical
resistivity of hardened concrete specimens, using the four-electrode measurement
technique where the electrical resistivity technique ( AASHTO - TP95-11, 2014).
The electrical resistivity of concrete correlates well with certain concrete performance
characteristics, such as chloride diffusion coefficient, water absorption, and corrosion
rate of embedded steel. The qualitative relationship between the rapid chloride
penetrability, RCP (ASTM C1202, 2012) and the surface electrical resistivity of concrete
is depicted in Table 13.
Table 13. Relationship between surface resistivity and chloride penetrability
Chloride of
Penetration
56 - Days -Chloride of
penetrability of past load
according to ASTM
standard
C1202
28 days Resistivity
surface
(Coulombs)
(KΩ.cm )
High
> 4,000
< 10
Moderate
2,000 - 4,000
10 - 15
Under
1,000 - 2,000
15 - 25
Very low
100 - 1,000
25 - 200
Despicable
< 100
> 200
The results obtained in the laboratory show increases from 7, 14 and 28 days to the
proposed design, reaching an average surface resistivity of the Picoaza Megarok quarry
at 7 days of 14.5 KΩ.cm, at 14 days 18 KΩ.cm and at 28 days 24 KΩ.cm for the Ahon
mine, average resistivity values were obtained at 7 days 16.2 KΩ.cm, at 14 days 18.5 and
at 28 days 25.40 KΩ.cm.
Once the surface electrical resistivity values were obtained, the results were compared
with the specifications as illustrated in Table 13 and mentioned in the specification of
the (ASTM C1202, A, 2010)The results obtained for the Picoaza Megarok quarry show
a very low penetration chloride corresponding to the design age at 28 days and for the
Ahon Mine at 28 days with a very low penetration chloride. The electrical resistivity of
concrete correlates well with certain concrete performance characteristics, such as
chloride diffusion coefficient, water absorption, and corrosion rate of embedded steel.
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The qualitative relationship between the rapid chloride penetrability, RCP (ASTM
C1202, A, 2010) and the surface electrical resistivity of the concrete, is depicted in Table
13.
DISCUSSION
The sources of stone materials were properly identified, both in the Picoazá quarry,
which comes from the exploitation and crushing of materials. The Ahon mine is coming
from a river source whose origin is natural and the exploitation is direct.
The characteristics of the aggregates from the Ahon quarry and those from the Picoazá
quarry differ in their morphology; one of them is rounded and smooth, they are from
the Ahon mine, while those from the Picoazá basaltic quarry are morphologically
irregular with edges and flat faces.
The strength of the concrete design made with materials from both sources is
210kg/cm2, clearly identifying that the aggregates from the Picoazá quarry offer higher
abrasion wear and high compressive strength in terms of concrete exceeding 210
kg/cm2, while the concrete made with aggregates from the Ahon quarry offers lower
abrasion wear and lower compressive strength.
It should be considered that in order to develop quality works that offer long lasting
benefits in civil works, a meticulous quality control must be carried out on the coarse
and fine aggregates, to obtain a quality concrete design, which can be complied with in
terms of resistance and durability.
The coarse and fine aggregates from the Megarock quarry in the Picoazá sector, located
in the province of Manabí, are suitable for the use of concrete with a resistance of 210
kg/cm2 and durability to penetration chlorides.
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