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Proceeding Paper

Using Cube Coarse Aggregate to Determine the Compressive Strength of Concrete by Measuring Packing Density and Using Indian Standard and ACI Methods with Variations of Testing Age and Cement Products †

by
Trinugroho Suhendro
* and
Ryan Adi Nugroho
Civil Engineering Study Program, Universitas Muhammadiyah Surakarta, Surakarta 57169, Indonesia
*
Author to whom correspondence should be addressed.
†
Presented at the 8th Mechanical Engineering, Science and Technology International Conference, Padang Besar, Perlis, Malaysia, 11–12 December 2024.
Eng. Proc. 2025, 84(1), 91; https://doi.org/10.3390/engproc2025084091
Published: 25 April 2025
(This article belongs to the Proceedings of The 8th Mechanical Engineering, Science and Technology International Conference)
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Versions Notes

Abstract

:
One of the ingredients that make up concrete is coarse aggregate. The coarse aggregate used is generally in a non-uniform shape (a mixture of cubic, oval or flat, or neither oval nor flat). This research uses coarse aggregate in the form of cubes only and in the form of a mixture, with the aim of determining the compressive strength of concrete using the Indian standard mixture design method and the ACI method. The materials used are cement obtained on the market with various types of PPC, OPC and PCC, fine aggregate (from Muntilan, Yogya, Indonesia) and local coarse aggregate (from Jumantono, Karanganyar, Indonesia), specifically coarse aggregate in the form of cubes and mixtures. The shape of the test objects is cylindrical, and the testing age of the test objects is 7 and 14 days with a design concrete compressive strength of 35 MPa. The highest compressive strength results were obtained for the following type of cement variation: PPC = 14.21 MPa (7 days) and 16.62 MPa (14 days). The lowest compressive strength results for the PCC cement variation were 7.45 MPa (7 days) and 8.75 MPa (14 days). Meanwhile, the compressive strength value of concrete using the ACI method obtained the highest compressive strength results for the PPC cement variation of 20.11 MPa (7 days) and 33.74 (14 days), and the lowest concrete compressive strength for the PCC cement variation was 11.96 MPa (7 days) and 15.26 MPa (14 days). Also, from the research results, the highest packing density value obtained in the CA and FA mixture aggregate test was 0.751 g/cm3, in the proportion CA3/8″:CA3/16″:FA = 12%:28%:60%. It is known that the use of PPC cement can produce the highest compressive strength values compared to using PCC and OPC cement, which shows that even when the same form of coarse aggregate and the same design concrete quality are used, variations in cement can affect the high compressive strength of the concrete. The use of coarse aggregate in the form of cubes produces higher aggregate packing density and compressive strength of concrete compared to using coarse aggregate in mixed forms (cubes, flat and oval).

1. Introduction

The main composition of concrete includes aggregate, water and Portland cement or what we usually call conventional concrete [1]. Concrete is a very important material and is widely used to build various infrastructures such as buildings, bridges, roads and the underground, otherwise known as foundations [2]. In the main composition of concrete, there is coarse aggregate, with different shapes (a mixture of cubic, oval or flat, or neither oval nor flat) [3].
In dense concrete research, the packing density method is used. Packing density itself is a method of planning an aggregate mixture to obtain the highest possible density by minimizing empty spaces between granules [4]. The principle of the packing density theory is to plan a selection of grain gradations that can reduce voids between aggregates to the maximum [5]. In some of these studies, it is used to obtain the maximum density of concrete, but in its implementation, it does not pay attention to the shape of the coarse aggregate which can include cubes, ovals or flats, or can be not ovals and not flats [6].
This research aims to determine the packing density value of combined aggregate in the form of cubes with aggregate in the form of a mixture of two aggregate fractions measuring 3/8″ and 3/16″ and fine aggregate. It also aims to find out the compressive strength value of concrete using coarse aggregate in the form of cubes and a mixture of cement variations (PPC, OPC and PCC) and variations in the curing times of 7 days and 14 days. Finally, it also aims to find out the effect when using the Indian standard (packing density) [7,8,9,10,11] and ACI concrete-mix planning methods [12].
The benefits of the research carried out are expected to be able to determine the effect of coarse aggregate shapes (cubes and mixtures) on the compressive strength of concrete by considering various types of cement (PPC, OPC and PCC), curing times (7 days and 14 days) and concrete design methods (IS and ACI). It is also hoped that it can become an alternative/reference for making concrete mixes by contractors, consultants and owners.
Previously, the researchers studied related topics and concluded as follows:
In concrete, an aggregate particle shape has been linked to durability [13], workability [14], compressive strength [15] and split tensile strength [16]. Processing techniques are widely used to analyze the shape characteristics of aggregate particles [17]. The test results show that there is a good correlation between several aggregate shape properties and compressive strength [18]. Thus, the shape of the particles affects the strength of the aggregate and the strength of the mixture of materials such as concrete, asphalt and railroad aggregate [19]. Aggregates with a rough surface compared to a smooth surface will bind stronger to both asphalt and concrete [20]. Generally, the aggregate with a rough surface is crushed stone [21]. Aggregate strength influences the production of high-strength concrete [22,23]. The shape of the aggregate produced is influenced by the stone-crusher model [24,25]. Statistical analysis shows that the shape, surface texture and modulus of elasticity of aggregate are the main causes of variations in concrete strength. The greater the strength of the concrete, the more important these influences are [26]. Also, the results of previous research show that the physical characteristics of the aggregate determine the strength of the concrete [27]. The compressive strength of concrete produced with angular and round aggregates increases with increasing aggregate size [15]. The influence of coarse aggregate type is more prominent in high-strength concrete due to the limited water/cement ratio [28]. The aggregate surface texture has the greatest effect on the fracture behavior of concrete at early ages [29]. Discrete Element Methods (DEM) are increasingly used in fracture studies of nonhomogeneous continuous media, such as rock and concrete. A 2D circular rigid DEM formulation, developed for modeling concrete, has been adopted [30]. Some of the available analytical methods are affected by angularity and changes in aggregate shape and, as a result, are not suitable for distinguishing between these two characteristics. In addition, some analysis methods are adequate for measuring texture and angularity when changes are made to the image resolution and magnification level [31]. To distinguish aspects of rock particle shape, and to discover through empirical analysis and consideration the most appropriate parameters to describe these aspects. Roundness has three types of measures, namely those that estimate the average roundness of corners, those based on the sharpest corners and those that estimate the convexity in the particle outline. The modified Wentworth sphericity is the most satisfactory for estimating the roundness of the sharpest corners. The Cailleux Roundness Index should not be used because it includes aspects of roundness and shape. Unambiguous interpretations of particle shapes in terms of source materials and processes will always be difficult due to the large number of natural variables and their interactions [32]. In measurements using the image method, special calipers are used to measure the length of the longest 3D dimension and the thinnest 3D dimension of the particle [33]. The angularity of the coarse aggregate can be installed with a normal distribution or log-normal distribution at a 95% confidence level, which will result in an increase in the split tensile strength of concrete with an increase in the aspect ratio or angularity index of the coarse aggregate [34]. The interfacial tensile and shear bond strengths increase and tend to remain constant as the aggregate surface roughness increases. Splitting tensile strength, uniaxial compressive strength, elastic modulus and Poisson’s ratio increase with the increase in surface roughness of coarse aggregate, but the increase decreases gradually [35]. Quantification of shape, angles and surface texture is important because high-quality pavements are required to meet increasing traffic volumes and loads [36]. Based on image analysis, with a review of angularity, surface texture and aggregate surface area, the resulting area differences based on the number of imaging pixels from each 2D image before and after the same cycle of erosion and dilation are closely related to the surface micro-irregularities of the aggregate particles [37]. The shape of the aggregate has an influence on the strength of concrete [38]. For fine or coarse aggregates in terms of shape characteristics, higher water requirements and strength on rougher surfaces affect the compressive strength of concrete [39]. Compressive strength increases with increasing cement content, as expected. An aggregate with the largest grain size of 12.5 mm provides the highest compressive strength and ductility compared to other grain sizes and is chosen as the optimal choice and finally, a sharp-edged aggregate has higher compressive strength [40]. Various degradation measurement methods were considered, and appropriate engineering assessments were carried out on the engineering properties of aggregates in construction materials [41]. The shape and configuration of the aggregate have an effect on the stress–strain relationship of concrete [42]. Concrete strength varies as a function of the form of the coarse aggregate, with the aggregate form being an important parameter in determining the suitability of the coarse aggregate for preparing cement concrete for rigid pavements [43]. Normal concrete-mix proportioning methods that combine aggregate shape characteristics often lead to inconsistent results and variable concrete properties. Thus, the quantification of these properties is important to further rationalize the concrete mix proportioning process [44]. The DIP method yields more information about particle shape than the manual method. It is used to measure the thickness/width ratio and average length/width of aggregates directly [45]. Uniform gradation of aggregate with the right amount of each size produces an aggregate mixture with a high density and concrete with low water requirements [46].

2. Research Methods

The implementation of this research was carried out using qualitative research methods in a way that consisted of determining the concrete constituent materials to be used, including water, cement (PPC, OPC and PCC), fine aggregate ex Muntilan and coarse aggregate ex Karanganyar with a maximum size of 20 mm (CA 4/8″ and 4/16″), using a mixed design of Indian standard (IS) and ACI methods, and treatment times of 7 days and 14 days. The focus of this research is on the compressive strength value using coarse aggregate in the form of cubes compared to that in the form of a mixture. The research stages carried out were as follows:
2.1
All constituent materials were tested to determine that they meet the requirements for being used as constituent materials for concrete [47,48,49,50,51,52,53,54,55,56,57,58,59,60,61]; Figure 1 and Figure 2;
2.2
Then, the mixed form of the coarse aggregate was sorted to obtain cube-shaped coarse aggregate in 2 existing fractions, namely sizes 20 mm and 12.5 mm;
2.3
The packing density of the 2 types of coarse aggregate fractions was tested to obtain the largest packing density value for the weight presentation composition of the coarse aggregate fraction, followed by combining with fine aggregate; Figure 3;
2.4
After that, the concrete mix design was calculated using the Indian standard (IS) [7] method and the ACI method [12];
2.5
The next step was to make a concrete mixture [62], Figure 4; and take the fresh concrete to be tested [63] with a slump test, Figure 5; and make concrete test specimens into cylindrical concrete molds measuring 15 cm and 30 cm in diameter [64];
2.6
After at least a day, the test object was removed from the mold and placed in a soaking place or by sprinkling the entire surface with water every day to care for the concrete [65];
2.7
Next, the concrete specimens were tested with a compression test using a Universal Testing Machine at a curing age of 7 days and 14 days [64,66,67], Figure 6, with the following formula:
Compressive strength of concrete = f c ′ = P A
where
f c ′ = Compressive strength of concrete (MPa or N/mm2).
P = Pressing force (Newton = N).
A = Cross-sectional area of the test object (mm2).
2.8
The results of the concrete compressive strength test were entered into a table and a graphic image was made;
2.9
Lastly, a discussion and conclusion of the research results was carried out.
Photo documentation of research implementation is displayed as follows:
Also displayed is a flow chart of research implementation, Figure 7:

3. Research Results and Discussion

The results of testing the concrete constituent materials and testing the packing density of coarse aggregate and fine aggregate, as well as testing the slump and compressive strength of concrete are as follows.

3.1. Fine Aggregate Testing

The results of tests carried out on fine aggregate in this research include testing for organic substance content, saturated surface dry (SSD), mud content, specific gravity, absorption, fine-grain modulus (MHB) and sand gradation to meet the Indonesian national standard material requirements for concrete.

3.2. Coarse Aggregate Testing

The coarse aggregate testing carried out in this research includes wear testing, specific gravity and absorption, coarse aggregate gradation and coarse aggregate flatness and curvature testing, all of which meet the Indonesian national standard material requirements for concrete.

3.3. Cement Testing

The cement used includes three types of Portland cement, namely PPC, OPC and PCC, which are in good condition; there is no clumping and they are still in the form of powder. The test results for the initial bond of cement, the specific gravity of cement and the fineness of cement all meet the requirements of the Indonesian national standard material for concrete.

3.4. Bulk Density, Packing Density and Void Ratio Testing

The results of testing bulk density, void ratio and packing density value of coarse aggregate from two fractions and then combined with fine aggregate are as follows.

3.4.1. Testing the Bulk Density of Cube-Shaped Coarse Aggregate Size 3/8″ and Size 3/16″

From the bulk density test of a mixture of coarse aggregate size 3/8″ and size 3/16″ with proportions based on weight, namely 10:90, 20:80, 30:70, 40:60, 50:50, 60:40, 70:30, 80:20 and 90:10, the highest maximum bulk density value of 1,513 g/cm3 was obtained at a ratio of 30:70, Table 1; Figure 8. So, from the maximum bulk density value, the maximum packing density value can be calculated, Table 2; Figure 9, which is 0,6204 g/cm3 and the minimum void value is 37,96% Table 3; Figure 10. For more details, see Table 1, Table 2 and Table 3 and Figure 8, Figure 9 and Figure 10 below:

3.4.2. Bulk Density, Packing Density and Void Ratio Testing of FA and CA Mixtures

From the bulk density test of the coarse aggregate mixture sizes 3/8″ and 3/16″, the maximum bulk density value was obtained at a ratio of 30:70, so the bulk density test of the FA, 3/8 and 3/16 mixtures was obtained. The proportions obtained based on weight are 10:27:63, 20:24:56, 30:21:49, 40:18:42, 50:15:35, 60:12:28, 70:9:21, 80:6:14, and 90:3:7; the highest maximum bulk density value is 1,900 g/cm3 at a ratio of 60:12:28, Table 4; Figure 11. From the maximum bulk density value, the maximum packing density value can then be calculated, Table 5; Figure 12, namely 0,751 g/cm3, and the minimum voids value, namely 24,491%, Table 6; Figure 13. For more details, see Table 4, Table 5 and Table 6 and Figure 11, Figure 12 and Figure 13 below:

3.5. Concrete Mix Design

In this research, the concrete mix design used the packing density (Indian standard) and American Concrete Institute (ACI) methods. Results of normal concrete mix design use IS method for m3 in Table 7 and Table 8; and Results of normal concrete mix design use ACI method for m3 in Table 9 and Table 10;
In the mix design above, what is meant by PD (packing density) is for the proportion of aggregate used, and ACI (American Concrete Institute) and IS (Indian standard) for the methods used in designing concrete mix.

3.6. Concrete Testing

Testing of fresh concrete mixtures and concrete that has hardened is shown as follows:

3.6.1. Workability of Concrete Mix

The workability of the concrete mix is carried out by a slump test with the aim of determining the viscosity of the concrete mix from the slump value so that it can meet the specified requirements. The viscosity of the concrete mix can be checked by testing the slump test, so it must be taken directly from the mixer machine using a bucket or tool that does not absorb water. If necessary, the concrete mixture is stirred again before testing the slump test. This test was carried out using an Abrams cone with a top diameter of 10 cm, a bottom diameter of 20 cm and a height of 30 cm. The slump test results are presented in Table 11 following:
The results of the research that has been carried out show that the slump test value for PD-IS PPC is 21 cm, PD-IS OPC is 17 cm, PD-IS PCC is 24 cm, PD-ACI PPC is 20.5 cm, PD-ACI OPC is 21 cm and PD-ACI PCC is 20.5 cm.

3.6.2. Concrete Compressive Strength Test Results

Concrete compressive strength testing is carried out using a concrete compressive strength testing tool, namely the Compression Machine Test. The Compression Machine Test has an accuracy of 5 kN, a maximum compressive strength capacity of 2000 kN, and is the PANAIRSAN PRATAMA brand, with no. serial 2000.01.07.10.67. The results of the concrete cylinder compressive strength tests carried out in this research can be seen are summarized in Table 12 and Table 13 below.
Figure 14 and Figure 15 show the results of compressive strength of concrete using variations in mix design (ACI and IS), variations in cement (PPC, OPC and PCC), variations in the shape of coarse aggregate (cube shape and mixed shape) and variation in treatment age (7 days and 14 days).

4. Conclusions

From the results of this research, we can conclude the following:
  • Concrete-mix planning using the ACI method using a cube shape for the coarse aggregate and PPC cement, gives higher concrete compressive strength results with compressive strength fc’ = 24.54 MPa (7 days) and 33.74 MPa (14 days) than the design concrete using the Indian standard (IS) method with the same form of aggregate and cement, amounting to 14.21 MPa (7 days) and 16.62 MPa (14 days). Likewise, the use of coarse aggregate in the form of a mixture and OPC and PCC cement.
  • The use of PPC cement in concrete provides the highest compressive strength of concrete compared to the use of OPC and PCC cement, whether using cube aggregate or mixed form, whether the curing age is 7 days or 14 days or whether the ACI or IS concrete mix design method is used.
  • Concrete that uses coarse aggregate in the form of cubes produces higher compressive strength than using coarse aggregate in the form of a mixture when using different cements, different curing times and different methods of designing concrete.
  • The longest curing age, namely 14 days, has a higher compressive strength of concrete than 7 days for variations in coarse aggregate form, cement variations and variations in concrete design methods.
  • Feasibility or whether or not the above research method can be applied to direct work in the field needs to be considered at the scale of the work, for research or small-scale work that can be carried out and allows the implementation of the method, selecting aggregates with sufficient energy and time which is sufficient too. For large-scale work/applications in the field, it is necessary to have a crushing plant/quarry that provides certain aggregate shapes, so that there is no need to sort the aggregate shapes. Therefore, if in the future there is a crushing plant/quarry that provides a certain form of aggregate to be offered, then the method above can be applied to large-scale work.

Author Contributions

T.S. and R.A.N. conceptualized the idea for this work. T.S. designed and developed the hardware. R.A.N. carried out the investigation and data curation. T.S. and R.A.N. designed the visualization. T.S. and R.A.N. validated the acquired results and prepared the original draft. T.S. and R.A.N. reviewed and edited the original draft. T.S. and R.A.N. supervised administered the work. All authors have read and agreed to the published version of the manuscript.

Funding

This research received no external funding.

Institutional Review Board Statement

Not applicable.

Informed Consent Statement

Not applicable.

Data Availability Statement

No new data were created or analyzed in this study.

Conflicts of Interest

The authors declare no conflicts of interest.

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  49. ASTM C-150; Specification for Portland Cement. ASTM Internasional: West Conshohocken, PA, USA, 2024.
  50. SNI 15-2530-1991; Metode Pengujian Kehalusan Semen Portland. Badan Standarisasi Nasional: Jakarta, Indonesia, 1991.
  51. SNI 15-2531-1991; Metode Pengujian Berat Jenis Semen Portland. Badan Standarisasi Nasional: Jakarta, Indonesia, 1991.
  52. SNI 03-4806-1998; Metode Pengujian Kadar Semen Portland Dalam Beton Segar Dengan Cara Titrasi Volumetri. Badan Standarisasi Nasional: Jakarta, Indonesia, 1998.
  53. SNI-03-2816-1992; Metode Uji Bahan Organik dalam Agregat Halus untuk Beton. Badan Standarisasi Nasional: Jakarta, Indonesia, 1992.
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  55. SNI 03-2816-1992; Metode Pengujian Kotoran Organik Dalam Pasir Untuk Campuran Mortar Atau Beton. Badan Standarisasi Nasional: Jakarta, Indonesia, 1992.
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Engproc 84 00091 g001
Figure 1. Inspection of concrete constituent materials.
Figure 1. Inspection of concrete constituent materials.
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Engproc 84 00091 g002
Figure 2. Packing density test of coarse aggregate and fine aggregate.
Figure 2. Packing density test of coarse aggregate and fine aggregate.
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Engproc 84 00091 g003
Figure 3. Preparation of constituent materials and tools for making concrete mix.
Figure 3. Preparation of constituent materials and tools for making concrete mix.
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Engproc 84 00091 g004
Figure 4. Making concrete samples.
Figure 4. Making concrete samples.
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Engproc 84 00091 g005
Figure 5. Slump Test.
Figure 5. Slump Test.
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Engproc 84 00091 g006
Figure 6. Unit Weight Test and Concrete Compression Test.
Figure 6. Unit Weight Test and Concrete Compression Test.
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Engproc 84 00091 g007
Figure 7. Research flow chart.
Figure 7. Research flow chart.
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Engproc 84 00091 g008
Figure 8. Graph of the relationship between bulk density and the proportion of CA 3/8″: CA 3/16″ in the form of a cube.
Figure 8. Graph of the relationship between bulk density and the proportion of CA 3/8″: CA 3/16″ in the form of a cube.
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Engproc 84 00091 g009
Figure 9. Graph of the relationship between the proportion of CA 3/8:CA 3/16 and packing density (maximum).
Figure 9. Graph of the relationship between the proportion of CA 3/8:CA 3/16 and packing density (maximum).
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Engproc 84 00091 g010
Figure 10. Graph of the relationship between CA proportion: CA and minimum air void ratio.
Figure 10. Graph of the relationship between CA proportion: CA and minimum air void ratio.
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Engproc 84 00091 g011
Figure 11. Graph of the relationship between the FA:CA proportion and bulk density.
Figure 11. Graph of the relationship between the FA:CA proportion and bulk density.
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Engproc 84 00091 g012
Figure 12. Graph of the relationship between the FA:CA proportion and packing density (maximum).
Figure 12. Graph of the relationship between the FA:CA proportion and packing density (maximum).
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Engproc 84 00091 g013
Figure 13. Graph of the relationship between the FA:CA proportion and the minimum air void ratio.
Figure 13. Graph of the relationship between the FA:CA proportion and the minimum air void ratio.
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Engproc 84 00091 g014
Figure 14. Graph of the relationship between cement type and concrete compressive strength for variations in coarse aggregate form and curing age using the Indian standard (IS) method.
Figure 14. Graph of the relationship between cement type and concrete compressive strength for variations in coarse aggregate form and curing age using the Indian standard (IS) method.
Engproc 84 00091 g014
Engproc 84 00091 g015
Figure 15. Graph of the relationship between cement type and concrete compressive strength in variations of coarse aggregate form and treatment age using the ACI method.
Figure 15. Graph of the relationship between cement type and concrete compressive strength in variations of coarse aggregate form and treatment age using the ACI method.
Engproc 84 00091 g015
Table 1. Bulk density calculation results for CA 3/8″ and CA 3/16″ mixtures.
Table 1. Bulk density calculation results for CA 3/8″ and CA 3/16″ mixtures.
Aggregate Proportion (%)Aggregate Weight (g)Total of Mix Aggregates (g)Diameter (cm)High (cm)Volume
(cm3)		Bulk Density
(g/cm3)
3/8″3/16″3/8″3/16″
10905504950550013.0122.2729601.495
20801100440013.0422.2729741.503
30701650385013.0122.2729601.513
40602200330013.0422.2729741.510
50502750275013.0422.2729601.495
60403300220013.0422.2729741.496
70303850165013.0122.2729741.496
80204400110013.0422.2729601.488
9010495055013.0122.2729741.486
Table 2. Calculation results of mixed packing density CA 3/8″ and CA 3/16″.
Table 2. Calculation results of mixed packing density CA 3/8″ and CA 3/16″.
Weight Proportion of Course
Aggregate (%)		Weight Fraction of AggregatesSpecific GravityBulk DensityMaximum Packing Density
3/8″3/16″(g/cm3)(g/cm3)
109010:902.441.4950.6128
208020:802.441.5030.6162
307030:702.441.5130.6204
406040:602.441.5100.6189
505050:502.441.4950.6127
604060:402.441.4960.6134
703070:302.441.4960.6135
802080:202.441.4880.6100
901090:102.441.4860.6093
Table 3. Calculation results of minimum void ratio mixture CA 3/8″ and CA 3/16″.
Table 3. Calculation results of minimum void ratio mixture CA 3/8″ and CA 3/16″.
Weight Proportion of Course
Aggregate (%)		Weight Fraction of AggregatesSpecific GravityBulk DensityMinimum Void Ratio
3/8″3/16″(g/cm3)(%)
109010:902,441.49538.7216
208020:802,441.50338.3829
307030:702,441.51337.9600
406040:602,441.51038.1072
505050:502,441.49538.7275
604060:402,441.49638.6586
703070:302,441.49638.6524
802080:202,441.48839.0032
901090:102,441,48639,0678
Table 4. Bulk density test results for FA and CA mixtures (CA 3/8″ and CA 3/16″).
Table 4. Bulk density test results for FA and CA mixtures (CA 3/8″ and CA 3/16″).
Aggregate Proportion (%)Aggregate Weight (g)Total of Mix Aggregates (g)Dia-Meter (cm)High (cm)Volume
(cm3)		Bulk
Density
(g/cm3)
FACA
3/8″		CA
3/16″		FACA
3/8″		CA
3/16″
10276350013503150500013.0122.272960.51.559
20245610001200280013.0122.272960.51.669
30214915001050245013.0122.272960.51.752
4018422000900210013.0422.272974.21.829
5015352500750175013.0122.272960.51.881
6012283000600140013.0422.272974.21.900
709213500450105013.0122.272960.51.891
80614400030070013.0422.272974.21.825
9037450015035013.0122.272960.51.683
Table 5. Packing density calculation results for FA and CA mixtures.
Table 5. Packing density calculation results for FA and CA mixtures.
Weight Proportion of CA and FA
(%)		Weight
Fraction of
Aggregates		Specific
Gravity		Bulk DensityMaximum Packing
Density
FA3/83/16FACA(g/cm3)(g/cm3)
10276310:27:632.592.441.5590.6353
20245620:24:562.592.441.6690.6760
30214930:21:492.592.441.7520.7056
40184240:18:422.592.441.7520.7014
50153550:15:352.592.441.8810.7485
60122860:12:282.592.441.9000.7512
7092170:9:212.592.441.8910.7430
8061480:6:142.592.441.8250.7127
903790:3:72.592.441.6830.6532
Table 6. Calculation results of the minimum void ratio for a mixture of FA and CA.
Table 6. Calculation results of the minimum void ratio for a mixture of FA and CA.
Weight Proportion of CA and FA
(%)		Weight Fraction of Aggre- GatesSpecific GravityBulk DensityMinimum Void Ratio
FA3/83/16FACA(gram/cm3)(%)
10276310:27:632.592.441.55938.0392
20245620:24:562.592.441.66933.6757
30214930:21:492.592.441.75230.3528
40184240:18:422.592.441.75230.3528
50153550:15:352.592.441.88125.2174
60122860:12:282.592.441.90024.4919
7092170:9:212.592.441.89124.8482
8061480:6:142.592.441.82527.4655
903790:3:72.592.441.68333.1051
Table 7. Results of normal concrete mix design use IS method for m3 (PD-IS).
Table 7. Results of normal concrete mix design use IS method for m3 (PD-IS).
VariationMixture Proportion Requirements
Cement
Type		Cement Water Factor
FAS		Water (lt/m3)Cement (kg/m3)Fine Aggregate
(kg/m3)		Size Coarse Aggregate 3/8
(kg/m3)		Size Coarse Aggregate 3/16
(kg/m3)
PPC0.48195.2406.71037.8207.6484.3
OPC0.48195.6407.51037.8207.6484.3
PCC0.48197.5411.41037.8207.6484.3
Table 8. Results of normal concrete mix design for nine cylinders (PD-IS).
Table 8. Results of normal concrete mix design for nine cylinders (PD-IS).
VariationSamplesMixture Proportion Requirements
Cement
Type		Cement Water Factor
FAS		Water (lt/m3)Cement (kg/m3)Fine Aggregate
(kg/m3)		Size Coarse Aggregate 3/8
(kg/m3)		Size Coarse Aggregate 3/16
(kg/m3)
PPC0.489 Cylinders10.221.354.510.925.4
OPC0.489 Cylinders10.321.454.510.925.4
PCC0.489 Cylinders10.421.654.510.925.4
Notes: PD-IS: packing density–Indian standard.
Table 9. Results of normal concrete mix design use ACI method for m3 (PD-ACI).
Table 9. Results of normal concrete mix design use ACI method for m3 (PD-ACI).
VariationMixture Proportion Requirements
Cement
Type		Cement Water Factor
FAS		Water (lt/m3)Cement (kg/m3)Fine Aggregate
(kg/m3)		Size Coarse Aggregate 3/8
(kg/m3)		Size Coarse Aggregate 3/16
(kg/m3)
PPC0.42238566.67843.89168.77393.81
OPC0.42238566.67845.26169.05394.45
PCC0.42238566.67852.15170.43397.67
Notes: PD-ACI: packing density–American Concrete Institute.
Table 10. Results of normal concrete mix design for nine cylinders.
Table 10. Results of normal concrete mix design for nine cylinders.
VariationSamplesMixture Proportion Requirements
Cement
Type		Cement Water Factor
FAS		Water (lt/m3)Cement (kg/m3)Fine Aggregate
(kg/m3)		Size Coarse Aggregate 3/8
(kg/m3)		Size Coarse Aggregate 3/16
(kg/m3)
PPC0.429 Cylinders12.4929.7444.298.8520.66
OPC0.429 Cylinders12.4929.7444.368.8720.70
PCC0.429 Cylinders12.4929.7444.728.9420.87
Table 11. Slump test results on mixture.
Table 11. Slump test results on mixture.
Concrete TypePD-IS
PPC		PD-IS
OPC		PD-IS
PCC		PD-ACI
PPC		PD-ACI
OPC		PD-ACI
PCC
Average Slump (cm)21172420.52120.5
Table 12. Compressive strength of concrete based on the shape of coarse aggregate using the PD-IS method.
Table 12. Compressive strength of concrete based on the shape of coarse aggregate using the PD-IS method.
Cement Type—Aggregate ShapeAverage Concrete Compressive Strength (MPa)
Age (Days)
714
PPC—Cube14.2116.62
OPC—Cube9.4612.62
PCC—Cube7.458.75
PPC—Mix shape10.6615.63
OPC—Mix shape8.279.77
PCC—Mix shape5.817.14
Notes:PPC = Portland Pozolan Cement
PD = Packing DensityOPC = Ordinary Portland Cement
IS = Indian StandardPCC = Portland Cement Composite
Table 13. Compressive strength of concrete based on the shape of coarse aggregate using the PD-ACI method.
Table 13. Compressive strength of concrete based on the shape of coarse aggregate using the PD-ACI method.
Cement Type—Aggregate ShapeAverage Concrete Compressive Strength (MPa)
Age (Days)
714
PPC—Cube24.5433.74
OPC—Cube16.9321.31
PCC—Cube13.6417.46
PPC—Mix shape20.1127.46
OPC—Mix shape14.2918.39
PCC—Mix shape11.9615.26
Notes:
PD = Packing DensityPPC = Portland Pozolan Cement
ACI = American ConcreteOPC = Ordinary Portland Cement
InstitutePCC = Portland Cement Composite
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Suhendro, T.; Nugroho, R.A. Using Cube Coarse Aggregate to Determine the Compressive Strength of Concrete by Measuring Packing Density and Using Indian Standard and ACI Methods with Variations of Testing Age and Cement Products. Eng. Proc. 2025, 84, 91. https://doi.org/10.3390/engproc2025084091

AMA Style

Suhendro T, Nugroho RA. Using Cube Coarse Aggregate to Determine the Compressive Strength of Concrete by Measuring Packing Density and Using Indian Standard and ACI Methods with Variations of Testing Age and Cement Products. Engineering Proceedings. 2025; 84(1):91. https://doi.org/10.3390/engproc2025084091

Chicago/Turabian Style

Suhendro, Trinugroho, and Ryan Adi Nugroho. 2025. "Using Cube Coarse Aggregate to Determine the Compressive Strength of Concrete by Measuring Packing Density and Using Indian Standard and ACI Methods with Variations of Testing Age and Cement Products" Engineering Proceedings 84, no. 1: 91. https://doi.org/10.3390/engproc2025084091

APA Style

Suhendro, T., & Nugroho, R. A. (2025). Using Cube Coarse Aggregate to Determine the Compressive Strength of Concrete by Measuring Packing Density and Using Indian Standard and ACI Methods with Variations of Testing Age and Cement Products. Engineering Proceedings, 84(1), 91. https://doi.org/10.3390/engproc2025084091

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