Experimental Study – The Use of Bamboo Fiber Using SMA Methodology in Coarse Aggregates

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International Journal for Modern Trends in Science and Technology ISSN: 2455-3778 :: Volume: 03, Issue No: 10, October 2017

Experimental Study – The Use of Bamboo Fiber Using SMA Methodology in Coarse Aggregates Yavarna Rajesh1 | P.S.Nadiu2 | PMS Satish Kumar2 1PG

Scholar, Department of Civil Engineering, Sanketika Institute of Technology and Management , Visakhapatnam, Andhra Pradesh, India.

2Assistant Professor, Department of Civil Engineering, Sanketika Institute of Technology and Management, Visakhapatnam, Andhra Pradesh, India.

3Head of the Department, Department of Civil Engineering, Sanketika Institute of Technology and Management, Visakhapatnam, Andhra Pradesh, India.

To Cite this Article Yavarna Rajesh, P.S.Nadiu and PMS Satish Kumar, “Experimental Study – The Use of Bamboo Fiber Using SMA Methodology in Coarse Aggregates”, International Journal for Modern Trends in Science and Technology, Vol. 03, Issue 10, October 2017, pp: 72-88.

ABSTRACT Stone matrix asphalt , was first of all developed in 1960 in Germany which now largely helps in providing a greater permanent deformation resistance, durability to surfacing materials, longer service life, improved ageing ,high resistance in cracking, fatigue, wear, better skid resistance and like in reducing noise. It is a gap graded mixture of aggregates which helps by maximizing the asphalt-cement content and fractions of coarse aggregate . It is a stable, rut-resistant mixture and tough which relies on aggregate- aggregate contact for providing strength . Along with rich mortar binder it provides better durability. The SMA sample is prepared by mixing coarse aggregate, fine aggregate , filler as per the gradation chart given by the standard code when using stabilizer and without stabilizers.

A fiber that is readily available in nature. less cost effective comparing to other non- conventional fibers has been used as stabilizer. It is Bamboo fiber, which is cellulose fiber extracted from naturally available Bamboo stem. It has high strength in fiber direction, greater tensile, flexural and impact strength. Thinness degree of fiber can easily be obtained from it. It is durable in nature, possesses tenacity and good stability value. An attempt has been made to find out its suitability in increasing the stability and flow value in the mixture of Stone Matrix Asphalt Mixes.

In this project I have prepared SMA mixes using stone and slag as coarse aggregate and used different stabilizers and have tried to compare the results at a varying bitumen content of 4,5,5.5,6,7 % bitumen. The stabilizers used 0.3% of the weight of sample.

Copyright © 2017 International Journal for Modern Trends in Science and Technology All rights reserved.

I. INTRODUCTION 1.1 GENERAL In the designing of Road Pavement, Flexible Pavement Designing is preferred always over all other rigid pavements. It is mainly due to the better load carrying capacity, durability, resistance to tear and wear, greater strength to perform well during heavy loads. This Properties of the road is mainly achieved due to its surface bituminous pavement. It is the surface coating over the Stone Matrix Asphalt which is the gap graded mixture provides strength by stone to stone contact. And this properties of the SMA is 72 International Journal for Modern Trends in Science and Technology

Yavarna Rajesh, P.S.Nadiu and PMS Satish Kumar : Experimental Study – The Use of Bamboo Fiber Using SMA Methodology in Coarse Aggregates determined initially in the laboratory testing so as to provide maximum stability, better flow value using Optimum binder Content.

Stone Matrix Asphalt basically consists of coarse aggregate of about 70-80% of total aggregate, binder is taken 4-7% , filler 8-12% and fiber as stabilizer between 0.3 to 0.5%. Coarse aggregate in the mixture provides stone- stone contact to resist rutting, filler helps in filling the voids between aggregate to prevent tearing and wearing, binder helps in binding all the materials together.

Fiber provided act as stabilizer to increase the stability binding the mixture during high temperature and prevents drainage during production, laying and transportation.

1.2 CONVENTIONAL BITUMINOUSMIXES The Bituminous Mixes which were been practiced in early days before SMA mix. It was not that as effective compared to Stone Matrix Asphalt (SMA) for which it is now completely overshadowed by the use of SMA. SMA evolved as better with respect to all. SMA provides better rutting resistance, resist high deformation in high temperature region, greater resistance to fatigue, increased durability. SMA has reduced sensitivity and resistance to moisture, resists crack at low temperature. It has shown better resistance in plastic deformation than that of conventional Bituminous Mixes. Inview of all these SM has been proven better compared to the conventional Bituminous Mixes to work on and pay more and more interest on.

The bituminous mix design aims to determine the proportion of bitumen, filler, fine aggregates, and coarse aggregates to produce a mix which is workable, strong, durable and economical. The requirements of the mix design and the two major stages of the mix design, i.e dry mix design and wet mix design will be discussed.

1.3

OBJECTIVE



To determine the stability for every SMA mix taking various readings with different %age of Bitumen content.  To find out the stability, flow value, VA and VMA of SMA mix using bamboo fiber using stone aggregate and slag aggregate ascoarse aggregate  To compare the results of different SMA mix without fiber and with different fiber asstabilizer.  To obtain the suitability of Bamboo fiber over other conventional fibers as stabilizer in SMA mix over all other SMA mixes.

1.4 SCOPE OF THEWORK In this work two different types of coarse aggregate are used which are Stone aggregate and Slag Aggregate, Bitumen grade of 60-70 has been used throughout the study as Binder. And two types of stabilizer is used, those of one fiber naturally available Bamboo Fiber whose results has been compared with SMA results without fiber for both the Coarse Aggregate and with the Topcel Cellulose as Stabilizer in Stone as coarse aggregate.

2. LITERATURE SURVEY 2.1 INTRODUCTION It is one of the most important part to start with during the project works, researches or any innovative doing to at least have the basic knowledge on the topic of interest. It gives the knowledge of previous works, results of it so as to encourage on the topic. In my project the survey works is mainly carried on the Stone Matrix Asphalt, mix preparation, properties, materials and its use. And the fiber which I introduced to work on Bamboo Fiber which helped in finding various properties, characteristics from the earlier studies on the topic.

2.2 STONE MATRIX ASPHALT After the development of Stone Matrix Asphalt by ZICHNER ,1960 STRAUBAG- BAU, AG central laboratory, Germany , it widely extended to Europe, US in very short time duration due to its characteristics like rutting resistance, durability, longer service life, better resistance to fatigue, cracking and wear, skid resistance.[1] Later on many research works on it has been done to enhance the quality and strength of SMA among which By E. Ray Brown, L. A. Cooley, 1997 evaluated various properties by using three major stabilizing additive. Those are by cellulose fiber, polymers and mineral fiber.[2] 73 International Journal for Modern Trends in Science and Technology

Yavarna Rajesh, P.S.Nadiu and PMS Satish Kumar : Experimental Study – The Use of Bamboo Fiber Using SMA Methodology in Coarse Aggregates It was FREDERICK T. WALLENBERGER, 2002 who worked on finding out various properties of wood and natural fiber in polymer reinforcement.[3] SHAMIM ZAFAR, 2005 a material specialist from NESPAK looked into possible utilization of penetration grade asphalt binder in SMA for heavy traffic roads and highways, studying various pavement failure.[4]

3. BACKGROUND KNOWLEDGE 3.1 STONE MATRIXASPHALT Stone Mastic asphalt (SMA), otherwise known as Stone Matrix Asphalt Split Mastic Asphalt, was developed in Germany in the mid of 1960's and it has spread throughout Europe and across the world in 1980's and 1990's respectively. The excellent performances include resistant to mechanical and temperature deformation, cracking, and particularly rutting, resistant to weathering actions such as aging and low temperature cracking. Durability is excellent even under slow moving heavy traffic. The textured surface increases skid resistance and provides environmental and driving comfort by reduced noise level, and improved visibility in rainy days.

SMA provides a deformation resistant, durable, surfacing material, suitable for heavily trafficked roads.

SMA has found use in Europe, Australia and the United States as a durable asphalt surfacing option for residential streets and highways. SMA has a high coarse aggregate content that interlocks to form a stone skeleton that resist permanent deformation. The stone skeleton is filled with mastic of bitumen and filler to which fibres are added to provide adequate stability of bitumen and to prevent drainage of binder during transport and placement. Typical SMA composition consists of 70−80% coarse aggregate, 8−12% filler, 6.0−7.0% binder, and 0.3 per cent fibre. Improved binder durability is a result of higher bitumen content, a thicker bitumen film and, lower air voids content. This high bitumen content also improves of flexibility.

3.2 HISTORY OF SMA Stone Mastic Asphalt (SMA), an asphalt paving mixture, was originated in Germany in the 1970s to provide maximum resistance to rutting caused by the studded tyres on European roads. Strabag, a large German construction company, led to the development of SMA. After the use of studded tyres was no longer allowed, it was found that SMA provided durable pavements which exhibited such high resistance to rutting by heavy truck traffic and proved to be extremely effective in combating wear.

3.3 PERFORMANCE CHARACTERISTICS OFSMA The development of modern pavement technology is needed to accelerate significant improvement of pavement quality of highways, airport runways and urban roads. SMA meets the following demands upon an asphalt pavement:

       

Good stability at hightemperatures Good flexibility at lowtemperatures High wearingresistance High adhesive capacity between the stone granules and thebitumen A mix with no tendency toseparate Good skidresistance Reduced waterspray Lower trafficnoise

3.4 ADVANTAGES

  

20-30% increase in pavement life over conventionalpavements Good aggregateinterlock Low permeability

74 International Journal for Modern Trends in Science and Technology

Yavarna Rajesh, P.S.Nadiu and PMS Satish Kumar : Experimental Study – The Use of Bamboo Fiber Using SMA Methodology in Coarse Aggregates



Improveinskidresistanceduetothehighpercentageoffracturedaggregate to motoring public particularly on wetpavement.



Surface texture characteristic may reduce sound from the tyreandpavement contact as well as water spray andglare.

  

Strength and stiffness derived from binder and aggregatestructure

 

It provides a textured, durable and rut resistant wearingcourse.



Itcanbeproducedandcompactedwiththesameplantandequipmentasfor normal hot mix DGA using proceduralmodifications.

Relatively high binder contents provide goodDurability Durability(longer in-servicelife)ofSMAshouldbeequalto,orgreater than, DGA and significantly greater thanOGA. SurfacetexturecharacteristicsaresimilartoOGA,sonoisegeneratedis lower than DGA but slightly higher thanOGA.



SMAcanbeusedonheavilytraffickedroadswheregooddeformation resistance isrequired.

3.5 APPLICATIONS Stone Mastic Asphalt has proved superior on heavily trafficked roads and industrial applications:

          

with high lorryfrequency intense wheeltracking at rafficlights atintersections on highways on gradients onbridges in buslanes atbus-stops in carparks inharbours

4. METHODOLOGY 4.1 Marshall MixDesign The mix design (wetmix) determines the optimum bitumen content. This is preceded by the dry mix design discussed in the previouschapter. There are many methods available for mix design which varyin the size of the test specimen, compaction, and other test specifications.

Marshall method of mix design is the most popular one and is discussed below.

4.2 Marshall mixdesign The Marshall stability and flow test provides the performance prediction measure for the Marshall mix design method. The stabilityportion ofthe test measures the maximum load supported by the testspecimen at a loading rate of 50.8 mm/minute. Load is applied to thespecimen till failure, and themaximum loadis designated asstability. During the loading, an attached dial gauge measures the specimen’s plastic flow (deformation) due to the loading. The flow value is recorded in 0.25mm (0.01 inch) increments at the same time when the maximum load is recorded.Theimportant stepsinvolvedinmarshalmixdesignare summarizednext.

4.3 Specimen preparation

75 International Journal for Modern Trends in Science and Technology

Yavarna Rajesh, P.S.Nadiu and PMS Satish Kumar : Experimental Study – The Use of Bamboo Fiber Using SMA Methodology in Coarse Aggregates Approximately 1200gm of aggregates and filler is heated to a temperature of 175 – 1900 C. Bitumen is heated to a temperature of 121 − 125 C with the first trial percentage of bitumen (say 3.5 or 4% by weight of the mineral aggregates). The heated aggregates and bitumen are thoroughly mixed at a temperature of 154 − 160 C. 5. APPLICATION OF METHODOLOGY

INTRODUCTIO N

LITERATURE REVIEW

SMA METHODOLOGY

DESCRIPTION OFMARSHAL L VARIOUS % OF ADDING BAMBOO FIBRE EXPERIMENT AL PROCEDURE

ANALYSIS OF RESULTS

RESULT AND GRAPHS

CONCLUSIO N

5.1 GENERAL

Stone Matrix asphalt which is a gap graded mixture widely varies in its result according to the varying methods, procedures, apparatus and Materials to be used for the Mix preparation and so the result also is valid only to the particular region and conditions . In this topic it mainly includes the selection of material types which includes Coarse and Fine Aggregate, Filler, Binder and Stabilizer.

Here two types of Coarse Aggregates are taken i.e Stone aggregate and Slag aggregate. Binder is Bitumen of grade 60-70 as it is the binder required and mostly preferred by the engineers due to its

76 International Journal for Modern Trends in Science and Technology

Yavarna Rajesh, P.S.Nadiu and PMS Satish Kumar : Experimental Study – The Use of Bamboo Fiber Using SMA Methodology in Coarse Aggregates

atmospheric condition of India. Bamboo fiber and Topcel Cellulose are used as stabilizer to check their varying results.

5.2 ESSENTIALREQUIREMENTS

Materials Used for the SMA mix for the sample preparation and testing are mainly coarse aggregate, fine aggregate, filler and stabilizer. Coarse aggregate are taken here of two different types i.e Stone aggregate and Slag aggregate which is steel slag. Fine aggregate for the all the case is taken as stone dust. And Stabilizer taken are Bamboo fiber and Topcel Cellulose. The binderused is the Bitumen of grade 60-70 as it’s the grade which is most favorable in Indian Condition.

Properties of the materials used are as given below: Table 1: Physical properties of the Stone Aggregates Test description Combined Flakiness & elongation index (%) Specific gravity Los Angeles Abrasion Value (%) Impact value (%) Aggregate Crushing Value (%) Angularity number

Coarse aggregates 28

Fine aggregates -

Standard values < 30

2.76 27

2.64 -

2.6-2.9 < 30

21.4 27

-

< 18 <30

10

-

0-11

Table 2: Physical properties of the Slag Aggregates Properties of Slag Aggregates Properties Coarse aggregate Bulk sp. gr. (gr/ cm3) Apparent sp. gr. (gr/ cm3) Water absorption (%) L.A. abrasion (%) Soundness<comma> Na2SO4 (%)

Value Limestone 2.6 5 2.6 9 0.7

Iron slag

Steel slag

3.4

3.5 1 3.7 4 1.6

4 3.6 3 1.7 25.4 4.5

77 International Journal for Modern Trends in Science and Technology

20.7 3.2

19.5 2.4

Yavarna Rajesh, P.S.Nadiu and PMS Satish Kumar : Experimental Study â&#x20AC;&#x201C; The Use of Bamboo Fiber Using SMA Methodology in Coarse Aggregates

Fine Aggregates Bulk sp. gr. (gr/ cm3) Apparent sp. gr. (gr/ cm3) Plasticity index

2.43 2.77 Non-plastic

2.91 3.68 Non-plastic

2.98 3.86 Non-plastic

Table 3: Physical properties of Bitumen Test description

Results

Penetration at 25oC (1/10 mm) Softening point oC Ductility, cm Specific gravity

65

Standard Values 50 to 89

65.2 > 90 1.025

>48 oC >50 -

Figure 1 :Moulds

Figure 2 : Hammer

Figure 3 :Waterbath

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Yavarna Rajesh, P.S.Nadiu and PMS Satish Kumar : Experimental Study â&#x20AC;&#x201C; The Use of Bamboo Fiber Using SMA Methodology in Coarse Aggregates

Figure 4 : Marshall Testing Machine

5.3 EXPERIMENTALRESULT Table 4: Using stone aggregate without fiber Wt. Before Sample Bitume n No. Content

Wt. Aftr

Wt. of Wt in

Temp oC.

Load Height Radius

paraff. Paraff Coating coatin g

water (gm)

(mm)

(mm)

aggr.

Flow

Mix.

(mm)

take (kN)

(gm) (gm)

(gm)

S-4-1

4%

160

1194

1210

709

64.5

50

1162

3.1

300

S-4-2 S-4-3

4% 4%

160 160

1183 1187

1199 1202

699 703

65 65

50 50

1162 1162

2.4 3.1

250 280

S-5-1 S-5-2

5% 5%

160 160

1185 1182

1197 1196

709 701

63.2 63

50 50

1140 1140

3.6 4.8

355 290

S-5-3

5%

160

1198

1209

719

62.5

50

1140

4

315

S-5.51 S-5.52 S-5.53

5.5%

160

1183

1192

750

57

50

1140

3.9

230

5.5%

160

1179

1186

755

56

50

1140

4.2

280

5.5%

160

1181

1189

754

61.7

50

1140

4.8

340

S-6-1 S-6-2 S-6-3

6% 6% 6%

160 160 160

1201 1186 1193

1208 1194 1201

740 757 753

59 56.25 59

50 50 50

1116 1116 1116

4.7 5.4 4.3

275 250 320

S-7-1 S-7-2 S-7-3

7% 7% 7%

160 160 160

1180 1186 1184

1210 1215 1212

707 712 710

60 61 60.5

50 50 50

1116 1116 1116

5.4 4.8 5.7

455 480 470

79 International Journal for Modern Trends in Science and Technology

Yavarna Rajesh, P.S.Nadiu and PMS Satish Kumar : Experimental Study â&#x20AC;&#x201C; The Use of Bamboo Fiber Using SMA Methodology in Coarse Aggregates Table 5: Using stone aggregate with Bamboo fiber

Wt. Before Sample

Bitume n

Temp

No.

Content

oC.

paraff.

Wt. Aftr

Paraff

Wt. of Wt in

Load Height

Radius

aggr.

Flow

(mm)

(mm)

Mix.

(mm)

water

Coating Coating

take

(gm)

(kN) (gm)

(gm)

(gm)

L-4-1

4%

160

1194

1204

758

57

50

1162

2.8

440

L-4-2 L-4-3

4% 4%

160 160

1204 1201

1215 1211

742 749

60 61

50 50

1162 1162

2.8 2.7

430 400

L-5-1

5%

160

1183

1192

750

57

50

1140

3.6

230

L-5-2

5%

160

1179

1186

755

56

50

1140

3.2

280

L-5-3

5%

160

1181

1189

754

61.7

50

1140

3.7

340

L-5.5-1

5.5%

160

1194

1204

758

57

50

1128

4

415

L-5.5-2

5.5%

160

1204

1215

742

60

50

1128

4.6

395

L-5.5-3

5.5%

160

1201

1211

749

61

50

1128

3.7

330

L-6-1 L-6-2

6% 6%

160 160

1183 1179

1192 1186

750 755

57 58

50 50

1116 1116

5.2 4.8

380 360

L-6-3

6%

160

1181

1189

754

63.5

50

1116

5.6

320

L-7-1 L-7-2

7% 7%

160 160

1201 1186

1208 1194

740 757

59 56.25

50 50

1116 1116

6.1 5.4

275 250

L-7-3

7%

160

1193

1201

753

59

50

1116

6.3

320

Table 6: Using stone aggregate with Bamboo fiber

Sample No.

Bitumen Content

Wt. Before

Wt. Aftr

Wt in

Wt. of

paraff.

Paraff

Water

Temp oC. Coating

Coating

(gm)

(gm)

Load Height

Radius

aggr.

Flow

(mm)

(mm)

Mix.

(mm)

take

(gm)

(kN) (gm)

B -4-1

4%

160

1183

1192

710

63

50

1162

3.7

360

B -4-2

4%

160

1179

1186

705

65

50

1162

4.2

375

B -4-3

4%

160

1181

1189

704

62

50

1162

2.9

435

80 International Journal for Modern Trends in Science and Technology

Yavarna Rajesh, P.S.Nadiu and PMS Satish Kumar : Experimental Study â&#x20AC;&#x201C; The Use of Bamboo Fiber Using SMA Methodology in Coarse Aggregates B -5-1

5%

160

1201

1208

720

58.5

50

1140

4.8

410

B -5-2

5%

160

1186

1194

711

59.2

50

1140

5.1

325

B -5-3

5%

160

1193

1201

713

57.5

50

1140

3.9

390

B-5.5-1

5.5%

160

1175

1186

746

57

50

1140

4.6

480

B-5.5-2

5.5%

160

1178

1188

745

57

50

1140

4.2

475

B-5.5-3

5.5%

160

1193

1201

751

57.5

50

1140

5.2

415

B-6-1

6%

160

1194

1204

758

57

50

1128

4

415

B-6-2

6%

160

1204

1215

742

60

50

1128

5.6

395

B-6-3

6%

160

1201

1211

749

61

50

1128

4.5

330

B-7-1

7%

160

1183

1192

750

57

50

1116

5.2

380

B-7-2

7%

160

1179

1186

755

58

50

1116

4.8

360

B-7-3

7%

160

1181

1189

754

63.5

50

1116

5.6

320

Table 7: Using slag aggregate with Bamboo fiber

Wt. Before Sample

Bitume n

Temp

No.

Content

oC.

paraff.

Wt. Aftr

Paraff

Coating Coating

Wt. of Wt in

Load Height

Radius

aggr.

F lo w

(mm)

(mm)

Mix.

( m m )

Water

take

(gm)

(kN) (gm)

(gm)

(gm)

B -4-1

4%

160

1176

1185

73 0 74 2

60

50

B -4-2

4%

160

1182

1191

B -4-3

4%

160

1181

B -5-1

5%

160

B -5-2

5%

B -5-3

5%

58

50

1189

73 9

59

50

11 62

1175

1186

74 6

57

50

11 40

160

1178

1188

74 5

57

50

11 40

160

1193

1201

75 1

57.

5

50

11 40

81 International Journal for Modern Trends in Science and Technology

11 62 11 62

3 2 .

9 2 .

5 4 .

6 2 .

4 3 .

38 0 35 0 40 0

49 0 47 5 42 0

Yavarna Rajesh, P.S.Nadiu and PMS Satish Kumar : Experimental Study â&#x20AC;&#x201C; The Use of Bamboo Fiber Using SMA Methodology in Coarse Aggregates 6

B-5.5-1

5.5 %

160

1183

1192

75 0

57

50

11 40

B-5.5-2

5.5 %

160

1179

1186

75 5

56

50

11 40

B-5.5-3

5.5 %

160

1181

1189

75 4

60

50

11 40

B-6-1

6%

160

1194

1204

75 8

57

50

11 28

B-6-2

6%

160

1188

1197

60

50

B-6-3

6%

160

1201

1211

74 9 76 1

59

50

11 28 11 28

B-7-1

7%

160

1186

1191

75 2

58

50

11 16

B-7-2

7%

160

1179

1186

75 0

58

50

11 16

B-7-3

7%

160

1203

1211

76 7

59

50

11 16

3 .

9 4 .

2 4 .

8

48 5

3 .

9 5

41 5

4 .

5 4 .

2 4 .

8 5 .

2

42 5 50 0

37 0 33 0

35 5 37 5 35 0

Table 8: Using stone aggregate with topcel cellulose as stabilizer

Wt. Before Sample Bitumen No. Content

Temp oC.

paraff.

Wt. aftr paraff

Coating coating (gm)

(gm)

Wt. of Wt in water

Load Height (mm)

Radius (mm)

aggr.

Mix.

Flow (mm)

(gm)

take (kN)

(gm)

C-4-1 C-4-2 C-4-3

4% 4% 4%

160 160 160

1194 1204 1201

1204 1215 1211

758 742 749

57 60 61

50 50 50

1162 1162 1162

2.8 2.8 2.7

350 340 380

C-5-1 C-5-2 C-5-3

5% 5% 5%

160 160 160

1185 1182 1198

1197 1196 1209

709 701 719

59 58 57.5

50 50 50

1140 1140 1140

3.6 4.2 4

420 470 480

82 International Journal for Modern Trends in Science and Technology

Yavarna Rajesh, P.S.Nadiu and PMS Satish Kumar : Experimental Study â&#x20AC;&#x201C; The Use of Bamboo Fiber Using SMA Methodology in Coarse Aggregates C-5.5-1 C-5.5-2 C-5.5-3

5.5% 5.5% 5.5%

160 160 160

1194 1204 1201

1204 1215 1211

758 742 749

56 60 61

50 50 50

1128 1128 1128

4 4.6 3.7

470 425 495

C-6-1 C-6-2 C-6-3

6% 6% 6%

160 160 160

1194 1204 1201

1204 1215 1211

758 742 749

58 61 60

50 50 50

1128 1128 1128

4.3 5.6 4.5

380 400 375

C-7-1 C-7-2 C-7-3

7% 7% 7%

160 160 160

1186 1179 1203

1191 1186 1211

752 750 767

58 58 59

50 50 50

1116 1116 1116

5.7 4.8 6.2

355 375 350

6. ANALYSIS OF RESULTS 6.1 INTRODUCTION The Test Result obtained from the laboratory tests conducted using various types of gradation according to the IS code for different SMA Mix are analyzed in this section to get all the required results. The Results analyzed are then compared with one another and finally all comparisons are made to find out the results properly in tabular as well as in graphical form. The Stabilized value is mainly calculated for the values like bulk volume and Volume of sample, Gmb, Gmm, Ps value to calculate and find out GSB, VA and VMA value to plot in the graph.

6.2 CALCULATIONS Gmb = Mmix/Bulk Volume of theMix Ps= Magg/Mmix VA= [(Mmix/Gmb-Mmix/Gmm)/(Mmix/Gmb)]*100 Gmb = Mmix/bulk volume of mix Gmm = Mmix/Volume of the mix air voids VMA= [( Mmix/Gmb- Mmix Ps/Gsb)/ (Mmix/Gmb)]

Gsb = Magg/Volume of (aggregate mass+ air void in aggregate+ absorbed bitumen)

6.3 RESULTS ANALYSIS Table 7: Using stone aggregate without fibe

Sampl E No.

Bitume N Content

Bulk volum e sample

Gmb

Volum e (mm3)

ps

506.58

0.97

Gmm

VA

GSB

(%)

VMA (%)

Stabilit y (kN)

(BVS) S-4-1

4%

502.78

2.41

2.62

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8

2.7 2

15.

2

5.84

Yavarna Rajesh, P.S.Nadiu and PMS Satish Kumar : Experimental Study â&#x20AC;&#x201C; The Use of Bamboo Fiber Using SMA Methodology in Coarse Aggregates S-4-2

4%

501.78

2.39

510.51

0.98

2.62

8.65

2.7 2 2.7 2

15.

8 15.

4

6.13

S-4-3

4%

500.67

2.4

510.51

0.98

2.62

8.22

S-5-1

5%

489.33

2.45

496.37

0.96

2.58

7.3

2.7 5 2.7 5 2.7 5

15.

6 16.

9 15.

1

6.93

S-5-2

5%

496.56

2.41

494.8

0.96

2.58

6.75

S-5-3

5%

491.22

2.46

490.87

0.95

2.58

6.82

S-5.5- 1

5.5%

443

2.69

443

2.57

2.95

5.96

3.2

20.12

8.157

S-5.52 S-5.5- 3

5.5%

431.78

2.75

431.78

2.64

2.95

5.66

3.2

18.45

7.11

5.5%

435.89

2.73

435.89

2.62

2.95

7.46

3.2

19.02

7.48

S-6-1

6%

468.78

2.58

468.78

2.38

2.87

7.35

3.21

22.42

6.76

S-6-2

6%

437.89

2.73

437.89

2.55

2.87

4.91

3.21

21.09

7.3

S-6-3

6%

448.89

2.68

448.89

2.49

2.87

6.51

3.21

22.57

7.2

S-7-1

7%

506.33

2.39

471.24

0.95

2.53

5.4

S-7-2

7%

506.22

2.4

479.09

0.94

2.53

4.99

S-7-3

7%

505.11

2.4

475.17

0.94

2.53

5.01

2.7 6 2.7 6 2.7 6

22.

5 23.

5 24.

8

GSB

VMA

5.74

7.84 7.12

5.52 6.4 5.8

Table 8: Using slag aggregate without fiber Sampl E No.

Bitume N Content

Bulk volum e sample (BVS)

L-4-1

4%

447.11

L-4-2

4%

L-4-3

Gmb

Volum e (mm3)

ps

Gmm

2.69

447.11

2.6

2.99

10.07

474.22

2.56

474.22

2.45

2.99

4%

463.11

2.61

463.11

2.51

L-5-1 L-5-2

5% 5r 5%

443 431.78

2.69 2.75

443 431.78

L-5-3

5%

435.89

2.73

L-5.51 L-5.52

5.5%

447.11

5.5%

474.22

VA

(%)

Stabilit y (kN)

3.17

18.35

6.53

14.44

3.17

22.32

5.86

2.99

12.68

3.17

20.71

6.33

2.57 2.64

2.95 2.95

8.72 6.82

3.2 3.2

20.12 18.45

8.157 7.11

435.89

2.62

2.95

7.46

3.2

19.02

6.48

2.69

447.11

2.52

2.93

8.17

3.24

20.20

8.25

2.56

474.22

2.38

2.93

6.63

3.24

24.08

7.22

(%)

84 International Journal for Modern Trends in Science and Technology

Yavarna Rajesh, P.S.Nadiu and PMS Satish Kumar : Experimental Study â&#x20AC;&#x201C; The Use of Bamboo Fiber Using SMA Methodology in Coarse Aggregates L-5.53

5.5%

463.11

2.61

463.11

2.44

2.93

6.83

3.24

22.51

7.39

L-6-1

6%

443.00

2.69

443.00

2.52

2.87

6.17

3.21

23.12

7.378

L-6-2

6%

431.78

2.75

431.78

2.58

2.87

4.21

3.21

23.97

6.52

L-6-3

6%

435.89

2.73

435.89

2.56

2.87

4.88

3.21

24.01

6.94

L-7-1

7%

468.78

2.58

468.78

2.38

2.87

10.14

3.21

25.42

6.76

L-7-2

7%

437.89

2.73

437.89

2.55

2.87

4.91

3.21

23.01

6.36

L-7-3

7%

448.89

2.68

448.89

2.49

2.87

6.7

3.21

24.84

7.206

GSB

VMA (%)

Stabilit y (kN)

Table 9: Using stone aggregate with Bamboo fiber Sampl E No.

Bitume N Content

Bulk volum e sample (BVS)

B -4-1 B -4-2 B -4-3

4% 4% 4%

483.00 481.78 485.89

2.47 2.46 2.45

483.00 481.78 485.89

2.41 2.41 2.39

2.99 2.99 2.99

17.58 17.79 18.28

3.17 3.17 3.17

20.20 22.08 22.51

5.84 6.055 6.01

B -5-1 B -5-2 B -5-3

5% 5% 5%

488.78 483.89 488.89

2.47 2.47 2.46

488.78 483.89 488.89

2.33 2.36 2.33

2.95 2.95 2.95

16.16 16.29 15.60

3.20 3.20 3.20

19.62 17.94 18.51

8.409 8.437 8.11

B-5.51 B-5.52 B-5.53

5.5%

441.22

2.69

441.22

2.58

2.95

8.17

3.20

19.36

8.26

5.5%

444.11

2.68

444.11

2.57

2.95

12.63

3.20

19.75

7.99

5.5%

450.89

2.66

450.89

2.53

2.95

10.83

3.20

20.09

9.01

B-6-1 B-6-2 B-6-3

6% 6% 6%

447.11 474.22 463.11

2.69 2.56 2.61

447.11 474.22 463.11

2.52 2.38 2.44

2.93 2.93 2.93

8.81 9.25 9.64

3.24 3.24 3.24

25.17 23.36 25.80

8.58 7.22 7.85

B-7-1 B-7-2 B-7-3

7% 7% 7%

443.00 431.78 435.89

2.69 2.75 2.73

443.00 431.78 435.89

2.52 2.58 2.56

2.87 2.87 2.87

6.17 4.21 4.88

3.21 3.21 3.21

25.86 25.97 26.30

7.378 6.52 6.94

Gmb

Volume

ps

Gmm

(mm3)

VA (%)

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Yavarna Rajesh, P.S.Nadiu and PMS Satish Kumar : Experimental Study â&#x20AC;&#x201C; The Use of Bamboo Fiber Using SMA Methodology in Coarse Aggregates 7. RESULTS

86 International Journal for Modern Trends in Science and Technology

Yavarna Rajesh, P.S.Nadiu and PMS Satish Kumar : Experimental Study – The Use of Bamboo Fiber Using SMA Methodology in Coarse Aggregates

8.CONCLUSION AND DISCUSSION 8.1 CONCLUSION The study of all the results, graph and comparison of all the results each separately and wholly concluded that:



The Optimum Binder content for the SMA samples for all the cases except in the case where stone is used as coarse aggregate with the bamboo fiber is found to be5.5%.



Highest stability was achieved by Slag aggregate using Bamboo fiber which is 4.16% higher to the stability obtained using Stone aggregate withBamboo Fiber.



The least flow value was achieved at 5.5% Bitumen content which is 4.1mm for Slag Aggregate without fibre which is lesser than that of Stone Aggregate Using BambooFiber.



The Slag as Coarse Aggregate with Bamboo Fiber is preferred for the SMA mix over all otherMixes.



The Stone as Coarse Aggregate using Bamboo Fiber is preferred as it gives suitable value over SMA mix without using fiber and for Stone aggregate using CelluloseFiber.



The use of Bamboo fiber is suitable in achieving better stability than thatof cellulose fibre and SMA mix without usingFiber.

8.2 DISCUSSION The SMA mix using Bamboo fiber has given quite expected results, which can be applied in the practical field. SMA mixes prepared without adding stabilizers have shown to give results that are far inferior to the results obtained while mixing those similar ingredients with any stabilizer.

Slag as Coarse Aggregate using Bamboo Fiber has the best stability followed by Stone aggregate with Bamboo Fiber. So the use of Bamboo Fiber as stabilizer over Topcel Cellulose will be highly beneficial in consideration of stability and Flow Value.

8.3 FUTURE SCOPE

  

The SMA gives 20-30% increase in pavement life overconventional pavements

 

SMA can be used on heavily trafficked roads where gooddeformation



By using SMA in pavement with different type of fibers it givesvarious strengths which is suitable for the desired weatherconditions

 

As it is a gap graded mixture it reduces the noice reduction fromthe vehicles

By using bitumen it acts as Good aggregate interlock which gives more life to thepavement Improveinskidresistanceduetothehighpercentageoffracturedaggregate to motoring public particularly on wetpavement.

It will be used for research works for the future for the development of new technologies in the improvement of the strength

The air voids which helps to clear the mist on the surface ofpavement

87 International Journal for Modern Trends in Science and Technology

Yavarna Rajesh, P.S.Nadiu and PMS Satish Kumar : Experimental Study – The Use of Bamboo Fiber Using SMA Methodology in Coarse Aggregates REFERENCES

[1] Brown E.R. (1992), “Experience with Stone Matrix Asphalt in the United States”, NCAT Publication, Auburn University, Alabama.

[2] Jones David R. ,Kennedy Thomas W (1994) , THE ASPHALT MODEL: The Results of SHRP Asphalt Research Program, A-001 Contract SHRP, Transportation Research Center, University of Texas, Austin, USA. [3] National Asphalt Pavement Association(1994), Guidelines for materials, productions, and placement of SMA, Technical Working Group, Publication No. IS118.

[4] Brown E.R., Haddock J.E. and Crawford C. (1996), “Investigation of Stone Matrix Asphalt Mortars”, TRR 1530, National Research Council, TRB, USA, pp 95 – 102.

[5] Pawan Kumar, P. K. Sikdar, Sunil Bose & Satish Chandra (2004), Use of Jute Fibre in SMA for Road Materials and for Pavement Design, vol.5(2), pp. 239-249.

[6] Kamraj C., Sood V.K. ,Jain P.K. and Sikdar P.K.(2006), “Design of Stone Matrix Asphalt by using Different Stabilizing Additives”, Journal of the IRC, Volume 67-1, April-June, pp 107-114.

[7] Ibrahim M. Asi (2006), “Laboratory Comparison Study for the Use of Stone Matrix Asphalt in Hot Weather Climates ” , Construction and Building Materials, Volume 20, Issue 10, pp. 982-989.

[8] IRC:SP:79-2008, Tentative specifications of stone matrix asphalt , Published by IRC (Indian Roads Congress).

[9] Brown, E. R. and Haddock, J. E. (1997), “A Method to Ensure Stone-on- stone Contact in Stone Matrix Asphalt Paving Mixtures”, NCAT Report No. 97-2.National Center for Asphalt Technology, Auburn, Alabama.

[10] Brown, E. R., Haddock, J. E., Mallick, R. B. and Todd, A. L. (1997), “Development of a Mixture Design Procedure for Stone Matrix Asphalt (SMA)”, NCAT Report No. 97-3. National Center for Asphalt Technology, Auburn, Alabama [11] Brown, E.R. (1992), “Experience with stone mastic asphalt in the United States, Alabama”, NCAT Publication, Auburn University.

[12] Brown, E.R. and Cooley, L.A. (1999), “Designing of SMA for rut resistant pavements, NCHRP Report 425”, National Cooperative Highway Research program.

[13] Brown, E.R. and Mallick, R.B. (1997), “Stone matrix asphalt -properties related to mixture design”, National Center for Asphalt Technology, NCAT Report No. 94-2.

[14] Bushing, H. and Antrim, D. (1968), “Fiber reinforcement of bituminous mixtures”, Proc Association of Asphalt Pavement Technolology. 37: 629–59.

[15] Federal Highway Administration (1992), “Stone Mastic Asphalt (SMA) Mixture Design”, FHWA-RD-92-006, Turner-Fairbank Highway Research Center, McLean Virginia

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