An Experimental Study on the Compressive Strength of Rubberized Concrete by using Waste Material with the Addition of Human Hair as Fiber

An Experimental Study on the Compressive Strength of Rubberized Concrete by using Waste Material with the Addition of Human Hair as Fiber

1Parul Mangal,

1Civil Engineering Department,

Shri Sukhmani Institute of Engineering and Technology Dera Bassi, Mohali, Punjab

2Suminder Meerwal,, 2Vikas Sofat

2Civil Engineering Department,

M M University Mullana, Ambala, Haryana

Abstract- The present experimental study is carried out to estimate the effect of replacing cement by silica fume, fine aggregate by foundry sand and coarse aggregate by waste tyre rubber chips on the compressive strength of concrete. The main objective of this study is to find out alternative sources so that the natural resources can be saved. In the present study 5%, 10%, 15% cement was replaced by silica fumes, 10% fine aggregate was replaced by foundry sand and 15%, 25%, 35% coarse aggregate by tyre rubber chips and also 2% human hairs were used as fiber.

Keywords: Compressive strength; rubberized concrete; tyre rubber chips;foundry sand;silica fumes

1. INTRODUCTION

   Concrete is most widely used man-made construction material in the world, and is second only to water as the most utilized substance on the planet. Concrete is primarily made up of four fundamental ingredients, i.e. coarse aggregate, fine aggregate (i.e. sand), cement and water. The concrete grows stronger with age. Concrete may also be considered as an artificial stone in which the voids of larger particles i.e. coarse aggregate are filled by the smaller particles i.e. fine aggregates and the voids of fine aggregates are filled with cement. The concrete mixed with waste rubber in different volume proportions is called rubberized concrete and it is an infant technology. The rubberized concrete is affordable, cost effective and can withstand more pressure, impact and temperature when compare with conventional concrete. It is observed that the rubberized concrete is very weak in compressive and tensile strength. But they have better water resistance with low absorption, low shrinkage, improved acid resistance, high impact resistance, and excellent sound and thermal insulation. Moreover the unique qualities of rubberized concrete will find usage in new areas of highway constructions as a shock absorber, in sound barriers as a sound absorber and also in buildings as an earthquake shock- wave absorber. it reduces plastic shrinkage cracking and vulnerability of concrete to catastrophic failure. It may also used in runways and taxiways in the airport, industrial floorings and even as structural member. In recent years,

   much attention has been attracted towards using silica fumes in concrete to increase the strength of the concrete. By adding silica fume and super plasticizers in the concrete compressive strength can be increased.

2. OBJECTIVES OF PRESENT STUDY

   The objective of this experimental study is to utilize the waste rubber tires in concrete as a replacement to coarse aggregate and study its effects on the compressive strength of concrete. The objective of this study is as follows:

   1. To protect the environment from pollution.

   2. To utilize the scrap tyre rubber and human hair as fiber.

   3. To study feasibility of rubberized concrete.

   4. To evaluate the possible advantages of using rubber in concrete specification for structural usage.

   In the present study, an attempt has been made to study the compressive strength of rubberized concrete by partially replacing fine aggregate by foundry sand and by using human hair as fiber.

3. MATERIAL INVESTIGATION

   1. CEMENT

      Ordinary Portland cement (OPC) 43 Grade from single batch was used for all concrete mixes. It was fresh and without any lumps. Specific Gravity of Cement is 3.15.

   2. Fine Aggregate

      In this experimental study, locally available sand has been used and conformed to Indian Standard Specifications IS: 383-1970. Sand used was river sand with specific gravity 2.5 the fine aggregate was in zone II. The water absorption of fine aggregate is 3.425%.

   3. Coarse Aggregate

      The coarse aggregate was crushed angular with a maximum size of 20mm. The specific gravity of coarse aggregate is

      2.53. Water absorption of coarse aggregate is 0.6%.

   4. Silica Fume

      Silica fume used in this experimental study was procured from DBS Building Products Pvt. Ltd., Delhi.

   5. Foundry Sand

      Foundry Sand used was taken from the foundries. The specific gravity of foundry sand f is 2.36. Water absorption of coarseDeletion: Delete the author and affiliation lines for the second affiliation.

   6. Tyre Rubber Chips

      Tyre Rubber chips were procured from Motor Market, Ambala City. It is used to partially replace the coarse aggregate and having the dimension of about 20 mm. The particle shape of the rubber aggregate was irregular and rough.

4. CASTING OF SPECIMENS

   Standard cubical mould of size 150mm x 150mm x 150mm was used to prepared concrete specimens to test compressive strength of concrete. Cylindrical mould of size 300mm x 150mm was used to prepared concrete specimens to test split tensile strength of concrete. To test flexure strength beams of size 500mm x 100mm x 100mm were used to prepare concrete specimens.

5. RESULTS AND DISSCUSSION COMPRESSIVE STRENGTH

   The concrete structure is mainly designed for its compressive

   strength as it is weak in tension and strong in compression. Hence to compare the conventional concrete and rubberized concrete made with waste tyre rubber, the compressive strength has been observed by moulding concrete cube specimen, beam specimen and cylindrical specimen.

   Table shows the compressive strength of concrete cube specimens having different mix proportions.

   S.NO.	MIX PROPORTION							Average load failure (KN)	Compressive Strength (MPa)
   	Cement (Kg)	Percentage of Silica Fumes (kg)	Sand (kg)		Aggregate (kg)		Human Hair (kg)
   			Sand	Foundry Sand	Stone Aggregate	Rubber Aggregate
   1	3.54	–	7.18	–	11.85	–	–	1027	45.64
   2	3.37	5% (0.18)	7.18	–	11.85	–	–	980	43.56
   3	3.19	10% (0.35)	7.18	–	11.85	–	–	1044	46.40
   4	3.01	15% (0.53)	7.18	–	11.85	–	–	797	35.42
   5	3.37	5% (0.18)	6.46	10% (0.72)	11.85	15%(1.07)	–	594	26.40
   6	3.37	5% (0.18)	6.46	10% (0.72)	11.85	25%(1.78)	–	344	p>15.29
   7	3.37	5% (0.18)	6.46	10% (0.72)	11.85	35%(2.49)	–	204	9.07
   8	3.19	10% (0.35)	6.46	10% (0.72)	10.79	15%(1.07)	–	644	28.62
   9	3.19	10% (0.35)	6.46	10% (0.72)	10.08	25%(1.78)	–	270	12.00
   10	3.19	10% (0.35)	6.46	10% (0.72)	9.36	35%(2.49)	–	424	18.84
   11	3.01	15% (0.53)	6.46	10% (0.72)	10.79	15%(1.07)	–	474	21.07
   12	3.01	15% (0.53)	6.46	10% (0.72)	10.08	25%(1.78)	–	164	7.29
   13	3.01	15% (0.53)	6.46	10% (0.72)	9.36	35%(2.49)	–	239	10.62
   14	3.37	5% (0.18)	6.46	10% (0.72)	11.85	15%(1.07)	2% (0.48)	644	28.63
   15	3.37	5% (0.18)	6.46	10% (0.72)	11.85	25%(1.78)	2% (0.48)	437	19.42
   16	3.37	5% (0.18)	6.46	10% (0.72)	11.85	35%(2.49)	2% (0.48)	275	12.23
   17	3.19	10% (0.35)	6.46	10% (0.72)	10.79	15%(1.07)	2% (0.48)	664	29.50
   18	3.19	10% (0.35)	6.46	10% (0.72)	10.08	25%(1.78)	2% (0.48)	495	22.01
   19	3.19	10% (0.35)	6.46	10% (0.72)	9.36	35%(2.49)	2% (0.48)	531	23.61
   20	3.01	15% (0.53)	6.46	10% (0.72)	10.79	15%(1.07)	2% (0.48)	518	23.00
   21	3.01	15% (0.53)	6.46	10% (0.72)	10.08	25%(1.78)	2% (0.48)	285	12.68
   22	3.01	15% (0.53)	6.46	10% (0.72)	9.36	35%(2.49)	2% (0.48)	425	18.91

   CompressiveStrength MPa

   50

   40

   30 0% silica fume

   20 5% silica fume

   10 10% silica fume

   0 15% silica fume

   Duration of 28 days curing

   50

   Compressive Strength

   MPa

   40

   30

   20

   10

   0

   Duration of 28 days curing

   0% silica, 0% foundry sand and 0% tyre chips

   15% silica, 10% foundry sand and 15% tyre chips

   15% silica, 10% foundry sand and 25% tyre chips

   15% silica, 10% foundry sand and 35% tyre chips

   Fig 1: Compressive strength with varying percentage of silica fume

   Fig. 1 represents the compressive strength of convectional concrete by using varying percentage of silica fumes. Compressive strength increases by adding 10% and after that strength decreases.

   50

   Compressive Strength

   MPa

   0% silica, 0%

   Fig 4: Effect of foundry sand and tyre chips on compressive strength

   Fig. 4 represents the compressive strength of convectional concrete by using varying percentage of silica fumes, foundry sand and tyre chips. Compressive strength decreases by adding varying percentage of silica fume. Foundry sand and tyre chips and increases by adding 15% silica fumes, 10%

   40

   30

   20

   10

   0

   Duration of 28 days curing

   foundry sand and 0% tyre chips

   5% silica, 10% foundry sand and 15% tyre chips2

   5% silica, 10% foundry sand and 25% tyre chips

   5% silica, 10% foundry sand and 35% tyre chips

   foundry sand and 35% tyre chips.

   Compressive Strength

   MPa

   50

   40

   30

   20

   10

   0

   0% silica, 0% foundry sand, 0% tyre chips and 0% human hair

   5% silica, 10%

   foundry sand, 15% tyre chips and 2% human hair

   5% silica, 10%

   foundry sand, 25%

   Fig 2: Effect of foundry sand and tyre chips on compressive strength

   Duration of 28 days curing

   tyre chips and 2% human hair

   Fig. 2 represents the compressive strength of convectional

   concrete by using varying percentage of silica fumes, foundry sand and tyre chips. Compressive strength decreases by adding varying percentage of silica fume. Foundry sand and tyre chips

   Compressive Strength

   MPa

   50 0% silica, 0%

   foundry sand and

   40 0% tyre chips

   Fig 5: Effect of foundry sand and tyre chips on compressive strength with human hair

   Fig. 5 represents the compressive strength of convectional concrete by using varying percentage of silica fumes, foundry sand, tyre chips and human hair. Compressive strength decreases by adding varying percentage of silica fume. Foundry sand, tyre chips and human hair

   50

   30

   20

   10

   0

   Duration of 28 days curing

   10% silica,10% foundry sand and 15% tyre chips

   10% silica, 10% foundry sand and 25% tyre chips

   10% silica, 10% foundry sand and 35% tyre chips

   40

   Compressive

   Strength MPa

   30

   20

   10

   0

   Duration of 28 days curing

   0% silica, 0% foundry

   sand, 0% tyre chips and 0% human hair

   10% silica, 10% foundry sand, 15% tyre chips and 2% human hair

   Fig 3: Effect of foundry sand and tyre chips on compressive strength

   Fig. 3 represents the compressive strength of convectional concrete by using varying percentage of silica fumes, foundry sand and tyre chips. Compressive strength decreases by adding varying percentage of silica fume. Foundry sand and tyre chips and increases by adding 10% silica fumes, 10% foundry sand and 35% tyre chips

   Fig 6: Effect of foundry sand and tyre chips on compressive strength with human hair

   Fig. 6 represents the compressive strength of convectional concrete by using varying percentage of silica fumes, foundry sand, tyre chips and human hair. Compressive strength decreases by adding varying percentage of silica fume, Foundry sand, tyre chips and human hair and increases by adding 10% silica fumes, 10% foundry sand, 35% tyre chips and 2% human hair.

   Compressive strength

   MPa

   50 0% silica, 0% foundry

   sand, 0% tyre chips

   40 and 0% human hair

   30 15% silica, 10%

   foundry sand, 15%

   20 tyre chips and 2%

   10 human hair

   15% silica, 10%

   D0uration of 28 days curing foundry sand, 25%

   tyre chips and 2%

   human hair

   Fig 7: Effect of foundry sand and tyre chips on compressive strength with human hair

   Fig. 7 represents the compressive strength of convectional concrete by using varying percentage of silica fumes, foundry sand, tyre chips and human hair. Compressive strength decreases by adding varying percentage of silica fume, Foundry sand, tyre chips and human hair and increases by adding 15% silica fumes, 10% foundry sand, 35% tyre chips and 2% human hair.

6. CONCLUSIONS

   1. The Compressive Strength of the concrete is highest when 10% cement is replaced by silica fume which is 1.67% as compared to conventional concrete. After replacing more than 10% cement by silica fume the compressive strength decreases.

   2. The Compressive Strength of the Rubberized Concrete made by replacing cement by silica fume, sand by foundry sand and aggregate by varying percentage waste tyre rubber is lesser than the Conventional Concrete which is approximately 42% lesser.

   3. The Compressive Strength of the Rubberized Concrete made by adding human hair is high as compared to the Rubberized Concrete made without adding human hair which is 8% high but 37% lesser than the Conventional Concrete.

7. REFERENCES

1. Amudhavalli N.K., Mathew J., Effect Of Silica Fume on Strength And Durability Parameters of Concrete, International Journal of Engineering Sciences & Emerging Technologies, August 2012. ISSN: 2231 6604, Volume 3, Issue 1, pp: 28-35 ©IJESET.

2. Eldin, N.N., Senouci, a. b., Rubber-tire particles as concrete aggregate, ASCE journal of materials in civil engineering, vol. 4, pp. 478-496, 1993.

3. Eknath P. Salokhe, D. B. Desai, Application of foundry waste sand in manufacture of concrete, IOSR-JMCE, ISSN: 2278-1684, PP: 43-48.

4. Gregory GRRICK, Analysis of waste tire modified concrete. In: 2004 ME Graduate Student Conference, Louisiana State University, 2004.

5. Hai Huynh, Dharmaraj Raghavan, Chiara f. Ferraris, Rubber particles from recycled tires in cementitious composite materials ,Department of chemistry , Howard University , washington dc 20 0 59,may,1996.

6. Ilker Bekir Topcu (1995) The properties of rubberized concrete, Cement and Concrete Research, Vol. 25, No.2, pp. 304-310, 1995.

7. Khatib.J.M, Baig.B, Menadi.B, Kenai.S, Waste foundry sand usage in concrete, INVACO2, Morocco-Rabat, November 23-25, 2011.

8. Saveria Monosi, Daniela Sani and Francesca Tittarelli, Used foundry sand in cement mortars and concrete production, The Open Waste Management Journal, Vol.3, ISSN 1876-4002, pg.18-25, 2010.

9. Topcu, B, The properties of rubberized concrete, cement and concrete research, vol. 25, no. 2, pp. 304-310, 1995.