Effect of Iron Filings on the Mechanical Properties of Different Types of Sustainable Concrete

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RESEARCH ARTICLE

Effect of Iron Filings on the Mechanical Properties of Different Types of Sustainable Concrete

Sahar Jabbar Alserai, * Open Modal Wissam Kadhim Alsaraj Zina Waleed Abass
Authors Info & Affiliations
The Open Civil Engineering Journal • 31 Dec 2018 • RESEARCH ARTICLE • DOI: 10.2174/187414950181201044

Abstract

Introduction:

One of Iraq’s major environmental problems is a large amount of residual iron produced by the industrial sector, which is stored in domestic waste and landfills. The reuse of construction waste gives two aims, the first is to remove large quantities of pollution resulted from these waste, the second provides cheap resources for concrete aggregates.

Methods:

This study conducted a series of experiments and tests to test the feasibility of reusing this iron slag and recycled concrete aggregate in concrete mixtures. Different percentages of iron filings were used in the concrete mixture at 0, 0.5%, 0.75% and 1%. Tests are done to evaluate the quality of cast iron concrete which include compressive strength (fcu), flexural strength (fr), indirect tensile strength (ft), SEM and modulus of elasticity (Ec) for four sustainable concretes.

Results and Conclusion:

The results show that the iron filings amount is increased to 1.0% which resulted in increasing percentage of compressive strength (fcu), flexural strength (fr), indirect tensile strength (ft), SEM and modulus of elasticity (Ec) with 10%, 32%, 42% and 11% for Geopolymer Concrete with Recycled Aggregate (GCRA), 9%, 52%,31% and 17% for geopolymer concrete with natural aggregate (GCNA), 10%, 19%,26% and 12% for Normal Concrete with Natural Aggregate (NCNA) and 23%, 19%, 67% and 14% for Normal Concrete with Recycled Aggregate (NCRA), respectively.

Keywords: Geopolymer concrete, Recycled concrete aggregate, Iron filings, Metakaolin, Mechanical properties of geopolymer concrete, Sustainable Concrete.

1. INTRODUCTION

In order to solve the global warming problem, some efforts are being made to reduce the use of Portland cement in concrete. These include the use of auxiliary cementing materials such as fly ash, niobium powder, granulated blast furnace slag, rice husk ash and metakaolin, and the development of alternative binders for Portland cement [1]. Davidovits (1988; 1994) assumed that alkaline liquids react with silicon(Si) and aluminum(Al) in geologically derived raw materials or by-product materials such as fly ash and rice husk ash. produce adhesives. Since the chemical reaction that occurs, in this case, is a polymerization process, he coined the term “geopolymer” to represent these binders [1]. Building materials are increasingly influenced by their ecological characteristics. Concrete recycling becomes important because it protects natural resources and eliminates the need for processing by using off-the-shelf concrete as a source of aggregate for new concrete or other applications. Recycling concrete is a relatively simple process. It involves breaking, removing and breaking existing concrete into materials of a specific size and quality [2]. Krishnan and Purushothaman show that Geopolymer Concrete (GC) containing recycled aggregate concrete can solve major social and environmental problems, such as the consumption of naturally available aggregate sources and the construction and demolition of waste disposal of Landfill [3]. Padmakar and Kumar investidated that the Geopolymer Concrete (GC) based on GGBS and metakaolin has got more compressive strength than conventional concrete and resists the attack of various chemicals and therefore, it is durable for the given mix proportion [4]. Nisreen, Kaiss and Mazin demonstrated that it is possible to recycle concrete waste to achieve high efficiency in reducing cost and environmental impact [5].

2. OBJECTIVE AND IDEA OF THE CURRENT STUDY

  1. To produce environmentally friendly concrete and eliminate CO2 emissions from OPC.
  2. Utilise recycled concrete waste from structure and demolition sites, that would else be disposed of into landfill, as a source of aggregate proposals a potential environmental and economic benefit.
  3. The use of iron filings to improve the properties of the Geopolymer concrete helps to reduce the environmental pollution caused by these materials and thus helps the community to get rid of them in a useful way and this is an important part of sustainable engineering.
  4. Investigation of mechanical properties of Geopolymer concrete and normal concrete by using recycled concrete aggregate.

3. EXPERIMENTAL WORK

Experimental program contains four groups according to the types of concrete; first, group (A) Geopolymer Concrete with Recycled Concrete Aggregate(GCRA), group (B) Geopolymer with Natural Aggregate (GCNA), group (C) Normal Aggregate with Natural Aggregate (NCNA) and group (D) Normal Concrete with Recycled concrete Aggregate (NCRA). Each group includes 12cubes (100*100*100)mm, 4prisms(100*100*500) mm and 4 cylinders (100*200)mm in addition to 4 of (150*300) mm cylinders. The effect of adding iron filings as a percentage from the volume of concrete mix design has been tested this study. In each case of study, four different percentage of iron filings were used 0% (control), 0.5%, 0.75% and 1%.

Mix Proportion for GPC based on Basil S., et al (2015) [6] mix with some improvement involved (Table 1).

Table 1.
Mix properties of geopolymer concrete.
Groups Iron Filings
%		 Metakaolin kg/m3 Sand kg/m3 Gravel
kg/m3 		Alkaline Solution Lit/m3 Water Lit/m3 Sp
%
A,B 0
0.5
0.75
1.0		 400 720 1100 180 40 3

The mix proportion for NC is designed according to ACI recommended Practice ACI 211.1-91 [7], the target compressive strength is (30 MPa) in Table 2.

Table 2.
Mix properties of normal concrete.
Groups Iron Filings
%		 Cement kg/m3 Sand kg/m3 Gravel
kg/m3 		Water/Cement Sp
%
C,D 0
0.5
0.75
1.0		 340 780 1200 0.39 3

4. MATERIALS

4.1. Metakaolin

Metakaolin can also be found by calcining indigenous red clay. The progress of pozzolanic properties in cooked clays depends primarily on the nature and abundance of the clay minerals in the feedstock, the calcination conditions and the fineness of the final product. The calcination temperature resulting from the reaction state is usually in the range from 600 to 800 °C. After heating, recrystallization and formation of MK (2SiO2Al2O3) or mullite (3Al2O3_2SiO2) occur in the reduction of material reactivity. The following section details the metakaolin production process, the chemical analysis, physical properties of Metakaolin (Table 3), and Chemical requirements of Pozzolan ASTM C618 [8] (Table 4).

Table 3.
Chemical analysis of metakaolin*
Content, Percent % Oxide
54.2 SiO2
39.00 Al2O3
0.92 Fe2O3
1.37 CaO
0.15 MgO
0.45 SO3
0.22 Na2O
0.27 K2O
0.71 L.O.I
0.8 TIO2
*Chemical tests were conducted by Iraq geological survey, central laboratories department.
Table 4.
According to the ASTM C618 [8] chemical requirements of natural pozzolan.
Metakaolin Pozzolan, Class N Composition of Oxide
94.12 70 SiO2+Al2O3+Fe2O3, (min %)
0.45 4 SO3, (max %)
0.71 10 Loss on ignition, (max %)

4.2. Cement

Iraqi common citrate cement (I) (Portland cement I) was used in this study. The cement bag is stored in an airtight plastic container to prevent any moisture. Results analysis of chemical and physical properties of the cement are listed in Tables 5 and 6. The test results show that the cement used is in accordance with IOS No. 5 / 1984 [9]. Tests were made in the building research directorate in Baghdad University.

Table 5.
Chemical composition of cement.
IQS 5-1984 Limitations of the Normal Cement By Weight % Oxides, Cyclones Compound Composition
---- 20.37 SiO2 Silica
---- 5.15 Al2O3 Alumina
---- 4.39 Fe2O3 Iron Oxide
---- 63.11 CaO Lime
Less than 5% 1.68 MgO Magnesia
Less than 2.8% 2.57 SO3 Sulfate
Less than 4% 2.72 L.O.I Loss on ignition
---- 1.12 -- Free lime
0.66 to 1.02 0.92 L.S.F Lime saturation factor
Less than 1.5 0.69 I.R Insoluble residue
Main compounds(Bougue's equation)
6. 22 C3A Tricalcium aluminates
49.23 C3S Tricalcium silicate
21.5 C2S Dicalcium silicate
13.34 C4AF Tricalcium alumina
Table 6.
Physical properties of the used cement.
IQS 5/1984 Limitations of Sulphate Resistance Cement Value Physical Property
≥ 2300 4426 Specific Surface Area(cm2/g)
≥ 45 190 Initial Setting Time(min)
≤ 10 5:00 Final Setting Time(Hours)
≥ 15 24 Compressive Strength 3 days
≥ 23 32 Compressive Strength 7 days

4.3. Alkaline Solution

An alkaline liquid mixture of sodium silicate and sodium hydroxide solution was prepared which allowed mixing in the polymerization for a minimum of 24 hours. The sodium silicate solution is commercially available in various grades using a sodium silicate solution (Na2SiO3) and sodium hydroxide(NaOH) having a mass of 3.5. Sodium hydroxide of 97-98% purity in the form of granules is commercially available. The solid is dissolved in water to make a solution of the desired concentration. Fourteen molar (14M) solutions were used. Since the molecular weight of sodium hydroxide was 40, a 14-molar solution of 14 x 40 = 560 g of sodium was prepared. The hydroxide was dissolved in 1000 ml of water. The mass of NaOH solids in the solution varies depending on the concentration of the solution.

4.4. Natural Aggregate (NA)

4.4.1. Coarse Aggregate

Natural gravel is used as a coarse aggregate in some mixtures. The results indicate that the coarse aggregate conforms to the Iraqi standard IQS 45-1984 [10] as shown in Tables 7 and 8.

Table 7.
Grading of natural coarse aggregate.
Size of Sieve, mm % Passing Limits of Iraqi Standard IQS No.45-1984
14 100 90-100
10 95 85-100
5 7 1-10
2.36 4 0-5
1.18 0 ----
*Grading tests were made in the material laboratory, College of Engineering,Al-Mustansiriyah University.
Table 8.
Chemical and physical properties of natural coarse aggregate.
Physical Properties Result of Test Limits of Iraqi Standard IQS No.45-1984
Specific gravity 2.6 ----
Absorption, percent .0.62 ----
Sulfate content, percent 0.09 0.1 percent maximum
*Test was made in the building research directorate in Baghdad University.

4.4.2. Fine Aggregate

The natural fine aggregate was used as a part of this work, and should be cleaned before used; the results show that fine aggregate conforms to the Iraqi Standard IQS 45-1984 [10] as shown in Tables 9 and 10.

Table 9.
The grading of natural fine aggregate.
Size of Sieve, mm % Passing Limits of Iraqi Standard IQS 45-1984, Zone 2
10 100 100
4.75 90.55 90-100
2.36 78.31 85-100
1.18 63.1 75-100
0.6 43.51 60-79
0.3 14.64 12-40
0.15 0.02 0-10
*Grading tests were made in the material laboratory, College of Engineering,Al-Mustansiriyah University.
Table 10.
Chemical and physical properties of natural fine aggregate.
Physical Properties Test Result Limits of Iraqi Standard IQS 45-1984
Specific gravity 2.7 ----
Absorption, percent (%) 0.71 ----
Fineness modulus 3.1 ----
Sulfate content, percent 0.36 0.5 percent maximum
*Test was made in the building research directorate in Baghdad University.

4.5. Recycled Concrete Aggregates (RCA)

Recycled concrete is used as a coarse aggregate and fine aggregate in concrete mixes to reduce the environment of gravel and produce inexpensive local concrete. A locally available 12.5 mm pulverized concrete is used as a coarse aggregate, and a 4.75 mm is used as the fine aggregate. Recycled aggregates obtained from the demolished construction are used to produce aggregates in the study beams, cubes, cylinders and prisms. The classification of coarse and fine aggregates is in accordance with Iraqi Standard IQS (No. 45/1984) [10]. At first, the stone was broken with a crusher at the Materials Laboratory of the University of Michigan's School of Engineering (Tables 11-14).

Table 11.
Grading of recycled coarse aggregate.
Sieve Size, mm % Passing Limits of Iraqi Standard IQS 45-1984
14 100 100
10 94.47 85-100
5 1.66 0-25
2.36 0.0 0-5
*Grading tests were made in the material laboratory, College of Engineering, Al-Mustansiriyah University.
Table 12.
The chemical and physical properties of recycled coarse aggregate.
Physical Properties Test Result Limits of Iraqi Standard IQS No.45-1984
Density (kg/m3) 2252 ----
Absorption, percent 0.92 ----
Sulfate content, percent 0.081 0.1 percent maximum
Table 13.
Grading of recycled fine aggregate.
Size of Sieve, mm % Passing Limits of Iraqi Standard IQS 45-1984, Zone 2
10 100 100
4.75 99.65 90-100
2.36 92.32 75-100
1.18 64.15 55-90
0.6 45.19 35-59
0.3 26.78 8-30
0.15 3.11 0-10
*Grading tests were made in the material laboratory, College of Engineering, Al-Mustansiriyah University.
Table 14.
The chemical and physical properties of recycled fine aggregate.
Physical Properties Test Result Limits of Iraqi Standard IQS No.45-1984
Density (kg/m3) 2388 ----
Absorption, percent 1.1 ----
Fineness modulus 2.69 ----
Sulfate content, percent 0.31 0.5 percent maximum

4.6. Iron Filings

The second waste of steel is iron filings, which is produced locally in large quantities in workshops and steel mills. This product has a negative impact on the environment when it is eliminated, for this reason, the research project started. Most of the previous investigations referred to steel slag, where one of the few referred to the presentation of iron (Tables 15 and 16).

Table 15.
Grading of iron filings.
Size of Sieve
mm		 % Passing
4.75 100
2.36 99.32
1.18 87.18
0.6 34.26
0.3 10.3
0.15 3.25
Table 16.
Physical properties of iron filings.
Physical Properties Test Result
Fineness modulus 2.66
Density kg/m3 7860
Colour Black-Grey

4.7. Extra Water

The additional water used in the concrete mix design is the drinking water from the water network system.

4.8. Distilled Water

This type is used to dissolve sodium hydroxide to make NaOH solution.

4.9. High Range Water Reducing Admixture

A third-generation geopolymer-based super plasticizer type (F) according to ASTM C494-04 [11], designed for the production of UHPC is used (Glenium 51) in Table 17.

Table 17.
Physical Properties of Glenium 51.
Physical properties Test Result
Relative density 1.1 @ 20°C
Form Viscous Liquid
Color Light Brown
PH 6.6
Dosage (0.5-1.6) L/100 kg of Cement

5. MIXING PROCEDURE

Aggregate SSD was prepared on a saturated surface in a dry state. The aggregate of recycled concrete (fine aggregate and coarse aggregate) was first mixed in a dry form for 3 minutes in a barrel mixer, then metakaolin (cement) was added and mixed for 2 minutes. Add the alkaline liquid to the geopolymer concrete mixture (add 65% water), mix the 65% superplasticizer with the other water for not less than 2 minutes, and then gradually add to the dry material in the mixing tray (65%). The superplasticizer was mixed with it. 35% water was added for 5 minutes. Thereafter, an iron filler was added and 35% of the superplasticizer was added and mixed for 2 minutes. Then, compact the concrete with a vibrating table. In fact, compression requires a lot of skill.

6. CURING OF SAMPLES

This method of curing means placing the specimen under direct sunlight outside the laboratory after demolding. Models were poured during temperatures 27° to 30°, placed models are under the ambient temperature based on previous researches. While normal concrete consisting of ordinary aggregates and recycled concrete aggregates is placed in water basins for 28 days of treatment (Fig. 1).

Fig. (1). Curing the samples under direct sunlight.

7. MECHANICAL PROPERTIES OF CONCRETE

7.1. Fresh Properties of Concrete

7.1.1. Slump Test

The slump test was made on fresh Geopolymer and normal concrete immediately after mixing according to the ASTM C143-10a [12]. The slump test results are shown in Fig. (2) and Table 18.

Fig. (2). (A) GPC with recycled concrete aggregate (B) NC with recycled concrete aggregate (C) GPC with normal aggregate (D) NC with normal aggregate.
Table 18.
Slump test result.
Types of Concrete GCRA GCNA NCRA NCNA
Slump result (cm) 1.5 3.5 7 8

7.1.2. Setting Time

Setting time Geopolymer and normal concrete was conducted by using Vicat needle apparatus at room temperature 27 °C according to the ASTM C 191-08 [13], the test result shown in Fig. (3) and Table 19.

Fig. (3). Vicat apparatus for (A) GCNA and GCRA (B) NCRA.
Table 19.
Setting Time result.
Types of Concrete GCRA GCNA NCRA NCNA
Initial Setting Time(min) 20 30 45 190
Final Setting Time(min) 120 150 450 300

According to the slump and sitting time results shown in Tables 14 and 15, the amount of slump and sitting time of the Geopolymer with the recycled concrete aggregates are less than the amount of slump and sitting time of the natural aggregates due to the presence of the cement which did not dissolve, which caused the withdrawal of the water of the mixture to lead to a lower degree of the compact and thus negatively affect on the compressive strength for mixtures containing recycled concrete aggregates, and thus reducing the workability of the mix.

7.2. Hardened Properties of Concrete

Control samples were cast from each mixture to determine the mechanical properties of NC and GPC, including compressive strength (fcu), split tensile strength (fct), modulus of rupture (fr), and modulus of elasticity (Ec). The average of the three samples was considered for each mixture. Table 8 shows the properties of hardened concrete.

7.3. Compressive Strength Test

The compressive strength test is done with BS. 1881: Part 116: 1989 [14]. Three cubes with dimensions of 100×100×100 in mms for each mix were tested by using a hydraulic compression machine of 2000kN. The test was carried out at age of 28 days. The result of the compressive strength test was shown in Table 20 and Fig. (4).

Table 20.
Properties of hardened GPC and NC.
Details Iron Filings Vi% fcu
MPa		 Increasing
%		 fsp
MPa		 Increasing
%		 fr
MPa		 Increasing
%		 Ec
GPa		 Increasing
%
GPC recycled concrete aggregate
(A)		 0 25.9 -- 2.65 -- 2.54 -- 18.8 --
0.5 26.5 2 3.18 20 3.2 26 19.2 2
0.75 27.3 5 3.3 25 3.35 32 20.5 9
1.0 28.5 10 3.51 32 3.6 42 20.8 11
GPC with natural aggregate
(B)		 0 30.8 -- 3.0 -- 3.8 -- 20.4 --
0.5 31.5 2 3.78 26 4.3 13 21.5 5
0.75 32.5 6 4.2 40 4.79 26 22.1 8
1.0 33.6 9 4.57 52 4.962 31 24.2 17
NC with natural aggregate
(C)		 0 32.8 -- 3.2 -- 3.5 -- 24.9 --
0.5 34 4 3.5 9 4.1 17 25.2 1
0.75 35 7 3.57 12 4.23 21 26.8 8
1.0 36 10 3.8 19 4.5 26 27.8 12
NC with recycled concrete aggregate
(D)		 0 34.1 -- 3.9 -- 4.1 -- 25.1 --
0.5 35 3 4.3 10 4.9 20 26.3 5
0.75 39 14 4.46 14 5.9 50 27.7 10
1.0 42 23 4.63 19 6.85 67 28.5 14
Fig. (4). Compression failure of NC and GPC cubes after failure.

Table 20 and Fig. (5) show that the increase of iron filings from 0 to 0.5%, 0.75%,and 1.0%, resulted in increasing percentage of the compressive strength (fcu), with 2%, 5%, and 10% for Geopolymer Concrete with Recycled Concrete Aggregate (GCRA), 2%, 6% and 9% for Geopolymer Concrete with Natural Aggregate (GCNA), 4%, 7% and 10% for normal concrete with natural aggregate (NCNA), and 3%, 14% and 23% for Normal Concrete with Recycled Concrete Aggregate (NCRA). The maximum value of the compressive strength was 28.5 MPa for GNRA, 33.6 MPa for GCNA, 36 MPa for NCNA and 42 MPa for NCRA occurred with iron filings 1%.

Fig. (5). Iron filings effect on compressive strength

7.4. Indirect Tensile Strength Test

The indirect tensile strength is carried out with (ASTM C496-2004) [15] specification and three cylinders of (100×200) mm for each mix is used. The test conducted by using a hydraulic compression machine of 2000 kN. Thin plywood strips are put between the specimen and both the upper and the lower bearing blocks of testing machine. The test involved applying a diametric compressive force along the length of a cylindrical concrete specimen (Fig. 6).

Fig. (6). Splitting failure of NC and GPC cylinders.

Table 20 and Fig. (7) show that an increasing of iron filings from 0 to 0.5%, 0.75%,and 1.0%, resulted increasing percentage of the splitting tensile strength with 20%, 25%, and 32% for GCRA, 26%, 40% and 52% for GCNA, 9%, 12% and 19% for NCNA and 10%, 14% and 19% for NCRA. The maximum value of the splitting tensile strength was 3.51 MPa for GCRA, 4.57 MPa for GCNA, 3.8 MPa for NCNA and 4.63 MPa for NCRA occurred with iron filings 1%.

Fig. (7). Iron filings effect on the splitting tensile strength.

7.5. Flexural Strength Test

The flexural strength was carried out according to (ASTM C78-2005) [16] with three (100×100×500)mm prisms used for each mix (Fig. 8).

Fig. (8). Modulus of rupture test of NC and GPC prisms.

Table 20 and Fig. (9) show that an increasing of iron filings from 0 to 0.5%, 0.75%,and 1.0%, resulted increasing percentage of the flexural tensile strength with 26%, 32%, and 42% for GCRA, 13%, 26% and 31% for GCNA, 17%, 21% and 26% for NCNA and 20%, 50% and 67% for NCRA. The maximum value of the flexural tensile strength was 3.6 MPa for GCRA, 4.962 MPa for GCNA, 4.5 MPa for NCNA, and 6.85 MPa for NCRA, occurred with iron filings 1%.

Fig. (9). Iron Filings effect on the flexural tensile strength.

7.6. Modulus of Elasticity

Static modulus of elasticity test was performed according to ASTM C469-2002 [17]. This test method provides a stress-strain curve for hardened concrete at whatever age and curing conditions may be designated. The slope of the curve representing the chord modulus is given by the slope of the line from the point representing the longitudinal strain of 50 microstrains to the point corresponding to 40% of the ultimate load for normal concrete and 30% of the ultimate load for geopolymer concrete. The three specimen cylinders (150*300) mm for each mix was tested (Fig. 10).

Fig. (10). Modulus of elasticity (Ec) test for NC and GPC cylinders.

Table 20 and Fig. (11) show that an increase of iron filings from 0 to 0.5%, 0.75%,and 1.0%, resulted in increasing percentage of the modulus of elasticity with 2%, 9%, and 11% for GCRA, 5%, 8% and 17% for GCNA, 1%, 8% and 12% for NCNA and 5%, 10% and 14% for NCRA. The maximum value of the modulus of elasticity was 20.8 MPa GCRA, 24.2 MPa for GCNA, 27.8 MPa for NCNA and 28.5 MPa for NCRA occurred with iron filings 1%.

Fig. (11). Effect of iron filings on modulus of elasticity.

Due to the high softness of iron filings, it improves the value of the concrete. It fills the voids and improves the internal structure of cement and Geopolymer paste. Due to the very low aspect ratio, the phenomenon of baking does not occur, which leads to the spread of the iron filings in the mixture and positively affect the resistance.

The roughness of the surface of the recycled concrete aggregates used and its bonding more strongly with the cement paste than for the sulphate with the smooth surface, therefore, NCRA more resistance of NCNA.

7.7. Scanning Electron Microscope(SEM)

An electron microscope that produces a sample image by scanning the surface specimen with a focused electron beam. The electron interacts with atoms in the sample to produce several signals containing information about the morphology and composition of the sample surface. The electron beam is scanned in a scan pattern of the frame and the position of the beam is combined with the detected signal to produce an image. SEM can achieve resolutions better than 1 nanometer. Samples can be observed in high vacuum in conventional SEM, or in variable pressure or ambient SEM under low-pressure vacuum or humidity conditions, and raised at a wide range of cryogenic temperatures or with specialized instruments [18].

By checking three samples and by types of mixtures, it has been observed from Figs. (12 and 13) that:

Fig. (12). SEM for 20 μm.
Fig. (13). SEM for 10 µm.
  1. The use of recycled concrete aggregate in (NCRA) with cement, the processes of clarification increase because the recycled aggregates act as a reservoir for water and help in the continuation of the processes of clarification as well as increase the strength of bonding between the aggregates and cement and increase density and over time consist of crystals form the increase of concrete resistance.
  2. (GCRA) The density of the concrete is low and the presence of high gaps due to the presence of cement materials that are not ripe with recycled concrete aggregate, which lead to the absorption of the water of the mixture and hardening of the geopolymer in the first days and the absence of continuous operations of the defect, which leads to the formation of internal gaps and thus decrease density.
  3. (GCNA) When replacing the recycled concrete aggregate with natural aggregates, the microscopic structure of the geopolymer improves, the gap ratio decreases and thus the density increases.

CONCLUSION

There is an improvement in the mechanical properties of the geopolymer and normal concrete by adding iron filings:

  1. For geopolymer concrete with recycled concrete aggregate, the mechanical properties (compressive strength, indirect tensile strength, flexural strength and modulus of elasticity) by 10%, 32%, 42% and 11%, respectively when increasing iron filings to 1%.
  2. For geopolymer concrete with natural aggregate, the mechanical properties (compressive strength, indirect tensile strength, modulus of rupture and modulus of elasticity) by 9%, 52%, 31% and 17% respectively when increasing iron filings to 1%.
  3. For normal concrete with natural aggregate, the mechanical properties (compressive strength, indirect tensile strength, modulus of rupture and modulus of elasticity) by 10%, 19%, 26% and 12% respectively when increasing iron filings to 1%.
  4. For normal concrete with recycled concrete aggregate, the mechanical properties (compressive strength, indirect tensile strength, modulus of rupture and modulus of elasticity) by 23%, 19%, 67% and 14% respectively when increasing iron filings to 1%.
  5. Due to the high softness of iron filings, it improves the value of the concrete. It fills the voids and improves the internal structure of cement and geopolymer paste. Due to the very low aspect ratio, the phenomenon of baking does not occur, which leads to the spread of the iron filings in the mixture and positively affect the resistance.
  6. The use of recycled concrete aggregates is roughly similar to natural aggregates in geopolymers. Therefore, the use of recycled concrete aggregates in geopolymers is suitable for economic reasons.
  7. Iron filings improve the value of the concrete, it fills the voids and improves the internal structure of cement and Geopolymer paste. Due to the very low aspect ratio, the phenomenon of baking does not occur, which leads to the spread of the iron filings in the mixture and positively affect the resistance.
  8. The roughness of the surface of the recycled concrete aggregates used and its bonding more strongly with the cement paste than for the sulphate with the smooth surface.

LIST OF ABBREVIATIONS

FA = Fly Ash
G51 = Glenium 51 (High Range Water Reducing Admixture)
HRWRA = High Range Water Reducing Admixture
MK = Metakaolin
UHPC = Ultra High Performance Concrete
Na2SiO3 = Sodium Silicate
NaOH = Sodium Hydroxide
GGBFS = Ground Granulated Blast Furnace Slag
GPC = Geopolymer Concrete
SP = Super Plasticizer
LOI = Loss On Ignition
M = Molarity
I.F = Iron Filings
SEM = Scanning Electron Microscope
RCA = Recycled Concrete Aggregates
GCNA = Geopolymer Concrete With Natural Aggregate
NCNA = Normal Concrete with Natural Aggregate
NCRA = Normal Concrete with Recycled Concrete Aggregate
GCRA = Geopolymer Concrete With Recycled Concrete Aggregate

CONSENT FOR PUBLICATION

Not applicable.

CONFLICT OF INTEREST

The authors declare no conflict of interest, financial or otherwise.

ACKNOWLEDGEMENTS

Declared none.

REFERENCES

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