Optimising Cement-Ash Mix in Concrete Production for Maximum Compressive Strength using Calcium Carbide Waste - Rice Husk Ash Blend

Oyelakin M. A.; Bakare S. B.; Adeyemi A. O.; Oyeleke M. O ; Adekeye W. A

doi:10.17577/IJERTV12IS030100

Volume 12, Issue 03 (March 2023)

Optimising Cement-Ash Mix in Concrete Production for Maximum Compressive Strength using Calcium Carbide Waste – Rice Husk Ash Blend

DOI : 10.17577/IJERTV12IS030100

Download Full-Text PDF Cite this Publication

Open Access
Article Download / Views: 58
Authors : Oyelakin M. A. , Bakare S. B. , Adeyemi A. O. , Oyeleke M. O ; Adekeye W. A
Paper ID : IJERTV12IS030100
Volume & Issue : Volume 12, Issue 03 (March 2023)
Published (First Online): 29-03-2023
ISSN (Online) : 2278-0181
Publisher Name : IJERT
License: This work is licensed under a Creative Commons Attribution 4.0 International License

PDF Version

View

Text Only Version

Optimising Cement-Ash Mix in Concrete Production for Maximum Compressive Strength using Calcium Carbide Waste – Rice Husk Ash Blend

Oyelakin, M. A1*, Bakare, S. B1, Adeyemi, A. O1, Oyeleke, M. O1, Adekeye, W. A1

1Civil Engineering Department, Federal Polytechnic, Offa, Nigeria

Abstract:- The preliminary investigation in the use of calcium carbide waste and rice husk ash were investigated on the production of concrete (M20). The cement contents were replaced with both CCW and RHA in stepped percentages of 0, 5, 10, 15, 20 and 25% using

W/C ratio. The batching of the constitutes were done by weight and manual mixing and pouring were used. Slump test was done to establish the workability of the concrete while density and compressive test were done on the hardened concrete. The results showed that the workability and the density of the concrete peaked at 5% each of the admixtures while the compressive strength got its highest value (of the admixtures) at 5% CCW and 15% RHA. It can be concluded from the study that 15% RHA and 5% CCW could be adopted as replacement of cement in the production of concrete grade of 20.

Keywords: Concrete, density, environment, pozzolanas, slump

INTRODUCTION

The construction industry relies heavily on conventional materials such as cement, sand and granite for production of concrete. Concrete is the basic civil engineering composite. The quality of concrete is determined by the quality of paste/mix. It is the worlds most consumed man-made material. Its great versatility and relative economy in filling wide range of needs has made it a competitive building material (Ghoshal and Moulik, 2015). A modern life style alongside the advancement of technology has led to an increase in the amount and type of waste being generated, leading to a waste disposal crisis. Initially, the materials employed were those which could most easily be obtained from the accessible area of the surface of the earth. During the initial or conceptual design stage, consideration is given possible alternative locations and/ or layouts of the associated works and to preliminary assessment of suitable construction materials (Amologbe et al., 2016).

Our environment is, presently, concerned about the interims of damages caused by raw material extraction and carbon (iv) oxide emissions during cement production, as well as the high cost and price of cement in some countries, and utilization of alternative materials (otherwise termed as waste), which has contributed to the need to reduce cement consumption through the use of close substitutes. Supplementary cementitious materials (SCMs) have been proven to be effective in meeting most of the requirements of durable concrete and blended cements are now used in many parts of the world (Obilade, 2014).

According to Anifowose et al. (2018), rice husk is produced in rice mill in the milling process of paddy and after the burning process of rice husk in boiler the RHA is obtained. The paddy grain is surrounded by the byproduct known as husk. In the milling process of paddy approximate 78% of weight is received as rice and 22% of weight is received as husk (Gautam et al., 2019). The husk is use as fuel in the parboiling process for produce steam. In the firing process of rice husk, this husk has approximately 75% organic volatile substance and remaining 25% weight of husk is transformed into ash and this ash is known as rice husk ash (RHA). The RHA contains about 80-90% amorphous silica (Balogun et al., 2020). In every 1000 kg of paddy, approximate 22% (220 kg) of husk is produced, and around 78% (780 kg) of rice is produce. In the milling process when this husk is burnt in the boiler approximate 25% (55 kg) of rice husk ash is produced (de Sensale, 2005; Nair et al., 2006). Calcium carbide waste (CCW) is a chemical compound with the chemical formula of CaC2, the pure material is colourless, but most of sample have a colour ranging from black to grayish- white, depending on the grade. Its main use industrially is in the production of acetylene and calcium cyanamide (Yunusa, 2015).

This research tends to use calcium carbide waste and rice husk ash as supplementary cementing materials in concrete. The main objective of this research work is to determine the compressive strength and workability of concrete when calcium carbide is used as a partial replacement of cement
MATERIALS, SAMPLE PREPARATIONS AND METHODS
Particle size distribution (PSD) test

The particle size distribution was done to determine the fineness modulus of the sand in accordance to ACI Education Bulletin E1 (2007). 3kg of the dry sample was weighed and poured into arranged standard sieve set. The standard sieve set was arranged in descending series. The sample in the series was placed on the sieve shaker and sieved for 15minutes. The weight of sample retained on each sieve was determined. The percentage passing and percentage retained on each sieve was determined. The fineness modulus was calculated from the cumulative percentage passing

Slump Test

The surface of the mould was cleaned and place on a smooth, horizontal, rigid and non- absorbent surface. The concrete sample were poured in the mould on each layer of about one third of the height of the mould, and compacted with 25 blows of the rounded end tamping rod 16mm diameter. The strokes are distributed uniformly over the cross-section of the mould and the second and subsequent layers should penetrate into the underlying layer. The bottom layer is tamped throughout its depth. After tamping the top layer, the mould is filled and the concrete struck off and finished level with a trowel. The slump height and type were recorded. The procedure was repeated for all replacement level.

Slump Test on FreshConcrete: SS EN 206-1 (2009) describe slump test as test related with the ease with which concrete flows during placement. The three kinds of slump are: natural or true slump (the concrete mould simply sinks, keeping its shape more or less), shear slump (the concrete mould falls away sideways) and collapse slump (the concrete mould collapses completely).

Density Test on Hardened Concrete: The mean densities of concrete made with different replacement level of RHA and WCC for age 7, 14, 21, 28, and 56 days curing (hydration period) was done in accordance to BS EN 12390-7: 2009.

Density , Weight of Cube kg

Volume of Cube

m3

………….equation 3.1

Compressive Strength of Concrete: A cube of 150mm x 150mm x 150mm was used for the work. The concrete was poured in the mould and tamped properly so as not to have any voids. After 24hours the moulds were removed and test specimens were put in water for curing. The top surface of these specimens was made even and smooth. This was done by putting cement paste and spreading smoothly on whole area of specimen. These specimens were tested by compression testing machine after 7days, 28days and 56days. Load was applied gradually at the rate of 140kg/cm2 per minute till the specimens gives the compressive strength of concrete. Plate 6 shows the process of crushing the concrete cube in the compression machine.

Formulas for compressive strength test (N/mm2) = T es t load ( N)

Area of cube (mm2)

……equation 3.2

RESULTS

Particle size distribution (PSD): The PSD curve (as presented in Fig. 3.1) shows the cumulative percentage retain of the fine aggregate used was 280%. The result of fineness modulus was 2.8 and ACI Education Bulletin E1 (2007) reports that fineness modulus is most commonly computed for fine aggregates and generally ranges from 2.3 to 3.1.

100

90

% Passing

80

70

60

50

40

30

20

10

0

#4	Coarse #10	Medium	#40	Fine	#200	SILT/CLAY
	SAND	SAND		SAND

GRAVEL

10

1 Particle Diameter 0(m.1 m)

0.01

Figure 3.1: Particle size distribution of the fine aggregate

Slump Test: Fresh concretes were prepared to determine their workability using a standard cone. Table 3.1 and Fig. 3.2 show the slump tests results for the concrete with varying additions of RHA and CCW

Table 3.1: Slump Test Results

Sample (CCW, RHA)		Slump height (mm)
A	A1 (0,0)	46
	A2 (0,5)	34
	A3 (0,10)	30
	A4 (0,15)	23
	A5 (0,20)	16
	A6 (0,25)	7
B	B1 (5,0)	175
	B2 (5,5)	134
	B3 (5,10)	91
	B4 (5,15)	80
	B5 (5,20)	0
	B6 (5,25)	0
C	C1 (10,0)	60
	C2 (10,5)	51
	C3 (10,10)	44
	C4 (10,15)	12
	C5 (10,20)	0
	C6 (10,25)	0
D	D1 (15,0)	30
	D2 (15,5)	25
	D3 (15,10)	7
	D4 (15,15)	0
	D5 (15,20)	0
	D6 (15,25)	0
E	E1 (20,0)	25
	E2 (20,5)	5
	E3 (20,10)	0
	E4 (20,15)	0
	E5 (20,20)	0
	E6 (20,25)	0

200

150

100

50

1

2

3

4

5

0

A

B

C

Concrete Sample

D

E

6

Slump height (mm)

Figure 3.2: Slump test with varying RSH and CCW contents

Density

The results indicated that the workability of the concrete decrease in increase in percentage of RHA and CCW. Concrete mix with 5% CCW produces highest workable concrete and decreases as the percentage of CCW increases.

Mean Density (kg/m3)

The mean densities of concrete cubes made with different % of CCW and RHA for curing age 7, 14, 28 and 56 days are given in Fig. 3.3. The density of concrete made at 56 days curing age with 0% CCW and 0% RHA has 2328 Kg/m3 as the maximum density. The density produced from each concrete mix increases with increase in age of hydration. At each concrete mix of variation of CCW from 0%, 5%, 10%, 15% to 20% the density of the concrete decreased as the Percentage of RHA increases from 0%, 5%, 10%, 15% to 20%. The minimum density was obtained at concrete sample C4 (10%CCW, 15% RHA) at 56days age of hydration as 1977 kg/m3. Concrete samples A1, B1, B2, D1, and D2 falls within the range of 2300 kg/m3 2500 kg/m3 specified for concrete at 28 days curing age.

3000

2500

2000

1500

1000

500

0

7 days

14days 28days 56days

Concrete Sample (% of CCW, RHA)

Figure 3.3: The mean density of concrete with varying RSH and CCW contents

Compressive Strength: The mean compressive Strength of the concrete mix is presented in Fig. 3.4a-d. The concrete mix of the control (0%CCW and 0%RHA) had a strength of 24.6 N/mm2 at 56 days of hydration while that of 0%CCW and 20%RHA had the peak strength value of 28.9 N/mm2 (see Fig. 3.4a)

35

30

25

20

15

10

5

0

7 days

14days 28days

56days

A1 (0,0) A2 (0,5) A3 (0,10) A4 (0,15) A5 (0,20)

% of CCW and RHA

Mean Compressive Strength (N/mm2)

Figure 3.4a: Variation of mean compressive strength of concrete mix at 0% CCW

Combining the two admixtures, the peak compressive strength of 27.9 N/mm2 was achieved at 5% CCW and 15% RSH at 56 days hydration (see Fig. 3.4(b-d)

Mean Compressive Strength (N/mm2)

30

25

20

15

10

5

0

B1 (5,0) B2 (5,5) B3 (5,10) B4 (5,15)

7 days 14days 28days 56days

% of CCW and RHA

Figure 3.4b: Variation of mean compressive strength of concrete mix at 5% CCW

25

Mean Compressive

Strength (N/mm2)

20

15 7 days

14days

10

28days

5 56days

0

C1 (10,0) C2 (10,5) C3 (10,10) C4 (10,15) C5 (10,20)

% of CCW and RHA

Figure 3.4c: Variation of mean compressive strength of concrete mix at 10% CCW

7 days

14days 28days

56days

0

D1 (15,0)

D2 (15,5)

% of CCW and RHA

D3 (15,10)

30

25

20

15

10

5

Mean Compressive

Strength (N/mm2)

Figure 3.4d: Variation of mean compressive strength of concrete mix at 15% CCW

Generally, all concrete mix above 20% of CCW at any percentage of RHA produced weak concretes and also, all the strength of the concrete increased with hydration age

CONCLUSION

The use of calcium carbide waste and rice husk ash were investigated on the production of concrete (M20). The cement contents were replaced with both CCW and RHA in stepped percentages of 0, 5, 10, 15, 20 and 25% using 0.6 W/C ratio. Concrete cubes were cast and cured for 7, 21, 28 and 56 days to check the long-term effect of the admixtures in the concrete. Specific conclusions are outlined as follows:

The compressive strengths of the concrete increase with hydration age
The slump, density and strength of the concrete increase with RHA and decrease beyond 5% addition of CCW
The workability of the concrete increase with percentage increase of RHA and CCW but decrease beyond 5% CCW

It is therefore recommended that 15% RHA and 5% CCW could be adopted as replacement of cement in the production of concrete grade of 20.

ACKNOWLEDGEMENT

This research was fully funded by the intervention of Tertiary Education Trust Fund, TETFund, of the Federal Government of Nigeria, through the Institution Based Research, IBR, at the Federal Polytechnic, Offa, Kwara State, Nigeria

REFERENCES

[1] ACI Education Bulletin (2007). Aggregates for Concrete.Developed by Committee E-701, Materials for Concrete Construction,American Concrete Institute,38800 Country Club Dr, Farmington Hills, Michigan, United States

[2] Amolegbe, A. A, M. A. Oyelakin, M. O. Oyeleke, A. K. Ajala and W. O. Oyeniyan (2016) The Compressive Strength of Self Compacting Concrete (SCC) Using Rice Husk Ash (RHA) as Partial Replacement of Cement 8th International Conference of Science, Engineering and Environmental Technology (ICONSEET), Ede, Nigeria. Vol. 1 No. 1, pp. 1-7

[3] Anifowose, M. A, J.A. Ige, A.L Yusuf, S.A. Adebara, A.A. Abdulkarim (2018). Physio-Chemical Assessment of Rice Husk Ash (RHA) Blended Calcium Chloride (CaCl2) as Supplementary Cementing Materials, A NNALS of Faculty Engineering Hunedoara International Journal of Engineering, P110,

Fascicule 4

[4] ASTM C618-78 (1978). Specification for Fly Ash and Raw or Calcined Natural Pozzolanas for Use as a Mineral Admixture in Portland Cement Concrete. American Society for Testing and Materials, PhiladelphiaIS 383: Indian Standard Specification For Coarse and Fine Aggregates From Natural Sources For Concrete, 2nd Revision, Bureau of Indian Standards, New Delhi 110002, pp. 4-18, (1970), 9th Reprint September, 1993(Reaffirmed 2002).

[5] Balogun, W. O., Abdulazeeez, B. K., Oyelakin, M. A., Olahan, A. B. Aliyu, T. and Ahmed, N. T., (2020). Suitability of Rice Husk Ash (Rha) In Global Construction: A Review, Academic Staff Union of Polytechnics (Asup) Nigeria Federal Polytechnic, Offa 1st International Conference 2020 Virtual.

[6] de Sensale, G.R. 2005. Strength development of concrete with rice-husk ash, Cement and Concrete Composites, 28(2),158-160.

[7] Gautam Ankit, Rahul Batra, Nishant Singh (2019). A Study on Use of Rice Husk Ash in Concrete. Engineering Heritage Journal, 3(1):01-04.

[8] Ghosal, S. and Moulik, S. (2015) Use of Rice Husk Ash as Partial Replacement with Cement In Concrete- A Review International Journal of Engineering Research, Volume 4, No.9, pp : 506-509

[9] Nair, D.G., Jagadish, K.S., Fraaij, A. (2006). Reactive pozzolanas from rice husk ash: An alternative to cement for rural housing, Cement and Concrete Research, 36,1062-1071

[10] Obilade, I.O. (2014) Use of Rice Husk Ash as Partial Replacement for Cement in Concrete. International Journal of Engineering and Appled Sciences, 5, 11-16.

[11] Yunusa, A. S. (2015). Investigation into the Use of Calcium Carbide Waste as A Partial Replacement of Cement in Concrete. Journal of Construction Engineering and Management. Vol. 5, No. 2, pp. 675-680