effects of glass and poly propylene fibre on … · aggregate on permeability of pervious concrete....

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International Journal of Civil Engineering and Technology (IJCIET)

Volume 9, Issue 9, September 2018, pp. 372–384, Article ID: IJCIET_09_09_039

Available online at http://www.iaeme.com/ijciet/issues.asp?JType=IJCIET&VType=9&IType=9

ISSN Print: 0976-6308 and ISSN Online: 0976-6316

© IAEME Publication Scopus Indexed

EFFECTS OF GLASS AND POLY PROPYLENE

FIBRE ON STRENGTH AND DURABILITY OF

PERVIOUS CONCRETE WITH GRADATION OF

AGGREGATES

Shilpa Patil, Pradeep M and Anil kumar M S

Assistant Professor& Department of civil engineering &VTU Belgaum, SVCE

ABSTRACT

This paper presents the investigation of quality of concrete regarding its strength

characteristics Durability and permeability of pervious concrete by varying size of

total coarse aggregates had to be used and making use of distinctive sorts of

admixture like Glass fibre and poly propylene fibre. This undertaken project deals

explaining increment of pervious concrete quality attributes without influencing

permeability.

The mix of concrete configuration is planned considering just cement and coarse

aggregate in various proportions. The cement/aggregate proportion is considered as

1:4 and water cement proportion is taken as 0.45. The ultimate result got is increment

in the quality of pervious concrete by enhancing their attributes and makes them used

for Road asphalt.

Keywords: (Size 10 & Bold) — No fine, Porosity, Glass fibre, Polypropylene,

Permeability

Cite this Article: Shilpa Patil, Pradeep M and Anil kumar M S, Effects of Glass and

poly propylene fibre on Strength and Durability of Pervious Concrete with gradation

of aggregates, International Journal of Civil Engineering and Technology, 9(9), 2018,

pp. 372–384.

http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=9&IType=9

1. INTRODUCTION (SIZE 10 & BOLD)

Pervious concrete in the course of the most recent couple of years has turned into an

important subject in development construction industry. An ever increasing number of

particulars call for pervious concrete in various applications. Some of this application

incorporates parking garages, walkways and even pavers where in the past these were

exclusively the area of ordinary concrete or dark tops. The notoriety of pervious solid keeps

on ascending with expanded attention to environmental protection and preservation. Pervious

Effects of Glass and poly propylene fibre on Strength and Durability of Pervious Concrete with

gradation of aggregates


concrete is perceived by United states Green Building Council(USGBC),which sets the green

building rating framework known as the LEED program (The Leadership in Energy and

Environmental Design).The LEED program is the broadly acknowledged benchmark for

outline, development and operation of superior "green" structures.

Pervious concrete (likewise called porous concrete, permeable concrete and no fines

concrete) is extraordinary sorts of concrete with high porosity utilized for solid level

application permits water from precipitation and different sources to go specifically through,

consequently diminishing the overflow from site and permitting groundwater revive.

Pervious concrete is made by utilizing total with almost no fines. The concrete paste coats the

aggregate and enables water to go through the solid section. Ordinarily its air void substance

fluctuates 15-30%. It is critical to keep up the best possible volume of paste/mortar in mix

outline so that the total is similarly covered however abundance of paste/mortar does not fill

the void space inside coarse aggregates. Voids inside the pervious cement ought to be

interconnected so they make channels through which water can flow freely.

2. LITERATURE REVIEW

1. Amanda Lidia Alaica (2010) is centered around assessing the performance of

different pervious concrete mixtures in an attempt to accomplish an advanced mix

with adequate tensile strength and porosity. Moreover a relationship was researched

amongst permeability and porosity of different mixtures.

2. A.K. Jain and Dr. J.S. chouhan (2011) examined on impact of shapes and size of

aggregate on permeability of pervious concrete. The outcome shows that permeability

of pervious concrete fluctuate as an element of angularity number of aggregate

utilized. It is discovered that for all sizes of total aggregate as a part of the review,

aggregate with less angularity number deliver mix having less permeability.

3. Neetu B. Yadav (2013) they proposed the journal paper on which says that pervious

concrete is financially savvy and ecologically well-disposed answer for bolster

maintainable development of natural resources which is sustainable material perhaps.

Pervious concrete is keen practical alternative with high potential. Pervious concrete

is a perfect answer for control storm water, re-charging of ground water, surge control

at downstream and supportable land administration. Pervious concrete is brightest

topic in the green building developments, as per past research history.

4. B. Harish Nayak (2015) examined to build up a solid and tough pervious cement

concrete (PCC) blend utilizing polyester fibre. To evaluate properties such as

compressive strength, flexural strength and Tensile strength tests were performed.

Compressive strength of test specimens 1:3 proportion with Glass fibre and polyester

resulted in increase of strength by 17.17% and 4.65% at 28 days when contrasted with

control specimens. FS for 1:3 proportion with Glass fibre and polyester fibre

expanded by 16.47% and 8.97% at 28 days when contrasted and control specimens.

Flexural quality of example of 1:3 proportion with Glass fibre and polyester fibre

expanded by 12.12% and 6.45% at 28 days when contrasted and control specimens.

5. Md Abid Alam and Shagufta Naz (2015) They led study on 3 mixes of no fine cement

each with two distinct sizes of aggregate were prepared up to find blend that produced

high compressive strength and study the impact of rate of fine aggregate on

compressive strength of no fine concrete. The reason for this venture is to examine the

attainability of creating profoundly maintainable no fines solid mix and assessing the

impacts of fines aggregate on their properties for example, slump value , porosity and

compressive strength. However 10 to 20% fine aggregates is utilized to replace coarse



aggregates. The outcomes demonstrated the porosity has critical impact on

compressive strength of no fines concrete. Supplanting of coarse aggregate with fine

aggregate up to 20% had huge impact on porosity and compressive quality of no fine

concrete.

3. OBJECTIVE

The main objectives of this project are:

A. To develop strong and durable pervious concrete mix by varying the size of

aggregate and also using different fibres like Glass fibre and Poly propylene.

B. To identify the best aggregate proportion with respect to higher strength and

permeability

C. To develop high potential. Pervious concrete which is perfect answer for control

storm water, re-charging of ground water, surge control at downstream

D. Development of Pervious concrete with additional strength & durability

characteristics to add up in the list of large application of fibre reinforced pervious

concrete in industry

4. MATERIALS

The material selected for this experimental study includes coarse aggregates, cement, fibre

and water. The property of each ingredient has considerable role in desirable properties of

concrete like strength and workability.

4.1. Cement

Ordinary Portland cement (OPC) of M53 grade was used for casting of pervious concrete.

Table 1 Physical Properties of cement (53grade)

Sl. No.

Property Value

1 Standard

consistency 33%

2 Initial setting

time 35 min

3 Final setting

time 150min

4 Soundness 1mm

5 Specific gravity 3.15

4.2. Aggregate

The coarse aggregate of 10-20mm maximum size was selected. For Experimental work an

aggregate of 20mm passing and 16mm retaining, 16mm passing and 12.5mm retaining were

used. Table 2 Physical Properties of Coarse aggregates

SI.NO PROPERTY

SIEVE SIZE

20-16mm

16-12.5mm

1 Specific gravity 2.67 2.67

2 Angularity 7.426 3.8563

3 Impact value 15% 18%

4 Crushing value 14% 17%




Two different nominal size of aggregates were used for the production of different mixes

under studies, (ie,. 20mm passing 16mm retaining and 16mm passing and 12mm retaining)

aggregate proportions are named in the following table with respective test results of bulk

densities and void ratio conducted on different aggregate proportion. Aggregates with

different sizes are shown in proportion for the convenience as A:B, where A indicates

aggregates passing through 20mm and retained on 16mm and B represents 16mm passing and

12mm retaining aggregates. Depending on the target mean strength the proportions are

designed and the proportions are shown in the below table:

Table 3 Bulk Density and Void Ratio

Aggregate

Proportion

Bulk Density Void Ratio

Compacated

Loosely

Compacted

Compacated

Loosely

Compacted

55:45 1.06 0.93 55.93 61.33

60:40 1.12 1.06 50.10 55.2

65:35 1.28 1.17 46.77 51.35

70:30 1.42 1.24 40.95 48.44

4.3. Fibres

Glass fiber and Polypropylene are lightweight, extremely strong, and robust material. Even

though the strength characteristics are less than the carbon fibres , the material is typically far

less brittle and these fibres are much less expensive than the carbon fibres.

The fibres used are Polypropylene and Glass Fibre. The dosage of fibres to be added are

0.05%,0.10%,0.15%,0.20% by the weight of cement.

Table 4 Properties of glass fibre

Properties Glass fibre

Tensile Strength (Gpa) 3.5

Modulus (Gpa) 73.5

Elongation (%) 4.8

Density (g/cc) 2.57

Refractive Index 1.547

Coefficient of Thermal expansion(/c) 50-52.0

Dielectric Constant RT, 1010 Hz 6.1-6.3

Table 5 Properties of Polypropylene fibre

Properties Polypropylene

Tenacity 3.5-8.0 gm/den

Density 0.91 gm/cc

Elongation at break 10-45%

Melting point 170 °c

Color White

5. VOID RATIO

Concrete is a homogeneous mix so percentage of voids in a sample of pervious concrete may

vary significantly. Void space is much concern area to be studied know the amount of flow of

water through the concrete. This research finds void ratio and compressive strength are

inversely proportional to each other. Generally, pervious concrete will have a void ratio

between 15%-30% with an average of 20%. It was found that a void ratio of 33%.



6. METHODOLOGY

The extent of two fibre (glass and polypropylene) utilized as a part of concrete mix were at

volume of 0.1%,0.15%,0.2%,0.25% for each extent proportion equal amount of fibre are

included by the weight of cement. The amount of fibre to be used was decided based on the

trial mixes done testing it for compressive strength as a first concern. It is also observed in

references, that maximum variable content as fibre reinforcement in concrete was 0.3%.

Different gradation of aggregate was utilized with 20 mm to 16 mm and 16 mm to 12.5

mm held coarse aggregates. Compressive strength of pervious cement was resolved at 7, 28

days of typical curing. Compressive strength and split strength properties of pervious cement

were resolved at 28 days of ordinary curing. The water cement proportion of 0.45 was

utilized. Total fibre content is shown in table but 50% of glass fibre and 50% of

Polypropylene is used. Coefficient of permeability & void content was additionally decided.

The types of mixes used are introduced in Table.

Table 6 Proportion Names

Name of the mix- Proportion of agg Fibre

content of matrix

Mix A- (A1- 55:45, A2- 60:40, A3-65:35, A4:70:30)

0.10%

Mix B- (B1- 55:45, B2- 60:40, B3-65:35, B4:70:30)

0.15%

Mix C- (C1- 55:45, C2- 60:40, C3-65:35, C4:70:30)

0.20%

Mix D- (D1- 55:45, D2- 60:40, D3-65:35, D4:70:30)

0.25%

Cube of size 150 mm x 150 mm x 100 mm was utilized to decide the compressive

strength quality and cylinder of size 150mm dia and 300mm height was used to decide split

tensile strength of concreter mix. Chamber of size 90 mm breadth 150 mm was utilized for

the permeability. With reference to the above mix, sand was supplanted by coarse aggregate

to make the concrete as no fines concrete.

7. EXPERIMENTAL RESULTS

The greater part of the alluring properties of concrete are subjectively identified with its

compressive strength since the majority of the basic uses of concrete are to resist compressive

strength. The compressive strength test was carried out at 7 and 28 days cured concrete

blocks and expressed in N/mm2.

Table 7 Compressive Strength of 7 and 28 days with 0.1% addition of GF+PPF

Sl. No

Proportion name

Wet Compressive Strength at

7days


28days

1 A1 6.72 10.6

2 A2 7.15 11.29

3 A3 7.26 11.45

4 A4 6.63 10.3




The maximum wet compressive strength for A blend was found at 65:35 (i.e A3)

proportion and least WCS was found at 70:30 (i.e A4) ratio. The wet compressive strength

range increments from aggregate extent of 55:45, 60:40 and 65:35 and all of a sudden

abatements at 70:30 Ratio. The most noteworthy compressive strength and least compressive

strength range was observed to be 11.68 N/mm2 and 10.63N/mm2 individually for 28 days

while for 7 days of curing wet compressive strength ranges between 7.26 N/mm2 to 6.63

N/mm2.

The increment in the compressive strength is due to reduction in the void ratio in the

aggregate gradation as observed in the table 3, but strength has reduced at the void ratio of

40.95% in A4 mix.

Contrasting the most extreme and least value of wet compressive strength, it increments

by 13.38% for 28 days WCS. The increment in the wet compressive quality is a result of

increment in void ratio& the reduction in compressive strength is because of the most

extreme utilization of bigger aggregate which tend to cause internal bleeding making concrete

weak.

The percentage increase of compressive strength of mix at 28 days with respect to 7days

is well within the range as specified in the Indian standards


Sl No

Proportion name


7days


28days

1 B1 6.76 11.05

2 B2 6.95 11.35

3 B3 7.23 11.68

4 B4 7.17 10.22



Figure 2 Compressive strength attained 7 and 28 days with different aggregate proportion

The most elevated wet compressive strength incentive for B mix was found at 65:35

proportion and least WCS was found at 70:30 proportion. The wet compressive strength

increments from total extent of 55:35, 60:40 and 65:35 and abruptly diminishes at 70:30

proportion. The most astounding compressive strength and least compressive strength

increase was observed to be 11.68 N/mm2 and 10.22 N/mm2 individually for 28 days though

for 7 days of curing wet compressive quality ranges between 7.23 N/mm2 to 6.76 N/mm2.

Looking at the greatest and least value of wet compressive strength, it increments by 14.28%

for 28 days WCS.

The expansion in the wet compressive quality is a direct result of increment in the strands

rates which improves the compressive strength of concrete up to a specific utmost that relies

on upon the fines volume in the concrete mix, and the maximum size of aggregate. Past that,

fibres may have antagonistic impact on the compaction and the compressive strength of

concrete, because of balling of the fibre strands that may occur and the fibre aggregate

interaction.


SL.No

Proportion name


7days

Wet Compressive Strength at 28days

1 C1 6.29 11.89

2 C2 6.54 10.67

3 C3 7.3 12.06

4 C4 7.03 11.55





The most noteworthy wet compressive strength incentive for C mix was found at 65:35

proportion and least WCS was found at 60:40 ratio. The wet compressive strength increases

from total aggregate of 55:35 and diminishing for 60:40 proportions. The most noteworthy

compressive strength and least compressive strength was observed to be 12.06 N/mm2 and

10.67 N/mm2 separately for 28 days while for 7 days of curing wet compressive quality

ranges between 7.3 N/mm2 to 6.54 N/mm2. Comparing the greatest and least value of wet

compressive quality, it increases by 13.02% for 28 days WCS. The increase in the wet

compressive quality is expected water cement ratio which at last influences the workability of

concrete. when the proportion surpass the normal value , segregation/isolation of concrete

happens and the coarse agggregate settles at base, in this way influencing the strength.


SL.No Propotion

name


7days


28days

1 D1 6.36 10.21

2 D2 6.43 10.38

3 D3 6.85 11.36

4 D4 6.92 11.18




The most elevated wet compressive stregnth incentive for D mix was found at 65:35

proportion and least WCS was found at 55:45 ratio.The wet compressive strength esteem

increments from aggregate extent of 55:35,60:40,65:35 and abatement for 70:30 ratio.The

most elevated compressive strength and most minimal compressive stregnth esteem was

observed to be 11.36 N/mm2 and 10.21 N/mm2 individually for 28 days though for 7 days of

curing wet compressive quality ranges between 6.36N/mm2 to 6.85 N/mm2.Comparing the

greatest and least value of wet compressive strerngth, it increments by 11.26% for 28 days

WCS. The increase in the wet compressive strength is a direct result of total aggregate

proportion as far as possible i.e upto 65:35 past which it has diminished impressively.

The split tensile test is outstanding aberrant/indirect test utilized for deciding the elasticity

of concrete. Split tensile test is utilized as a part of design of basic light weight concrete to

assess the shear resistance given by concrete. splitting tensile is by and large more

noteworthy than direct tensile strength and not exactly flexural strength (N/mm2).

Table 11 Split Tensile test results

SPLIT TENSILE STRENGTH (N/MM2)

PROPOTION NAME

A B C D AGG

PROPORTION

55:45 0.98 0.88 0.81 96

60:40 1.15 1.13 1.15 1.12

65:35 0.95 0.98 0.92 1.07

70:30 1.02 0.95 1.13 0.92




Figure 5.8 Split tensile strength attained at 28 days with different aggregate proportion

For the aggregate proportion of 60:40 for A, B, C &D mix the split tensile Strength at 28

days was found to be more. Considering the above result majority of split tensile strength was

found more in 60:40 ratios. Hence for tensile behaviour also, 60:40 proportion is best. The

expansion in tensile strength is because of the increase of fibre which connects the split over

the pervious concrete and reductions in the aggregate proportion from 60:40(1.15N/mm2) to

65:35(0.92N/mm2) was observed because of increment in void content

Table 12 Coefficient of permeability with respect to fibre content

Percentage addition of fibres

Coeff. Of Permeability (cm/s)

0% Fibre 3.944

0.10% Fibre 3.722

0.15% Fibre 3.625

0.20% Fibre 3.541

0.25% Fibre 3.484

The property of concrete to enable the water to penetrate into concrete is known as the

coefficient of permeability. The entrainment of air appears to have much impact on the

permeability of concrete. More prominent consistency of cement with entrained air because

of its increased workability, changed pore-structure of the air entrained cement and

diminishment of water channel because of decrease in bleeding are a portion of the

explanation behind enhancing the permeability property of the concrete.

Figure 5.9 Coefficient of permeability with respect to fibre content



As the fibre content increases, coefficient of permeability decreases considerably. The

highest value of coefficient of permeability was found at no addition of fibre

Similarly, the lowest value of coefficientof permeability was found at 0.25% of fibre.

Fibres are little and flexible aggregate, they make little framework of aggregate inside the

larger concrete mix. At the point when the water streams by means of the cement paste, at

that point the fibres make convoluted way. The more convoluted way, the more it takes water

to permeate through concrete. Henceforth with the increase in fibre content there will be

diminish in permeability.

8. DURABILITY TESTS

The chemical resistance of the concrete was contemplated through chemical attack by

immersing them in a acidic solution after curing for 28 days in curing tank. The samples were

immersed in 5% H2SO4 and HCL arrangement and the pH was kept up steady all through.

The mass of cubes were measured for the reduction in weight due to reaction of acidic

solution with the concrete matrix

The cubes were tested for reduction in weight and compressive strength at 56 days and 90

days after immersing in 5% H2SO4 and HCL solution. The results are tabulated in the below

table

The strength degradation was found around 15% in all the mixes due to exposing the fibre

strands to acid. The overall observation hence resulted in not degrading the mechanical

property of the concrete too much. Since the mix may be recommended for the usage.

TEST AT 58 DAYS IMMERSING IN 5% HCL SOLUTION

SAMPLE WEIGHT

(Kg)

LOSS IN WEIGHT (Kg)

COMPRESSIVE STRENGTH

(MPa)

AVG MPa

A

8.69 8.52 9.56

9.54 8.62 8.43 9.47

8.64 8.51 9.60

B

8.71 8.52 10.20

10.28 8.67 8.42 10.25

8.68 8.53 10.40

C

8.64 8.52 11.56

11.61 8.65 8.54 11.74

8.71 8.64 11.54

D

8.73 8.62 10.10

10.17 8.65 8.55 9.98

8.63 8.61 10.43

TEST AT 58 DAYS IMMERSING IN 5% H2SO4 SOLUTION

SAMPLE WEIGHT LOSS IN WEIGHT


(Mpa)

AVG (Mpa)

A

8.64 8.51 9.52

9.56 8.64 8.41 9.46

8.70 8.49 9.71

B

8.72 8.52 10.22

10.33 8.64 8.46 10.31

8.74 8.46 10.47

C

8.73 8.69 11.21

11.42 8.64 8.59 11.45

8.69 8.71 11.61




D

8.74 8.67 10.46

10.41 8.89 8.54 10.24

8.82 8.62 10.52

TEST AT 90 DAYS IMMERSING IN 5% HCL SOLUTION



(Mpa)

AVG (Mpa)

A

8.54 8.02 8.71

8.69 8.54 7.93 8.62

8.60 8.01 8.75

B

8.62 8.02 9.35

9.43 8.54 7.92 9.40

8.64 8.03 9.55

C

8.63 8.02 10.71

10.76 8.54 8.04 10.89

8.59 8.14 10.69

D

8.64 8.12 9.25

9.32 8.79 8.05 9.13

8.72 8.11 9.58

TEST AT 90 DAYS



(Mpa)

AVG (Mpa)

A

8.68 7.59 8.28

8.32 8.60 7.49 8.22

8.58 7.57 8.47

B

8.66 7.60 8.98

9.09 8.62 7.54 9.07

8.63 7.54 9.23

C

8.59 7.77 9.97

10.18 8.60 7.67 10.21

8.66 7.79 10.37

D

8.68 7.75 9.22

9.17 8.60 7.62 9.00

8.58 7.70 9.28

The above table represents the effect of acid on the concrete behaviour as well as the

fibres. From the durability study it was observed that there is much reduction in weight if the

cubes when it was exposed for 90 days. The results of compressive strength were found to be

decreasing compared to 60 days when the concrete was exposed to acidic nature for the 90

days.

The compressive strength was found to be reduced when it was exposed to h2so4

compared to that of the HCL.

9. CONCLUSION

Based on the experimental investigation of the Pervious concrete the following conclusions

are made:

1. The compressive strength and split tensile strength are increased with increase in

amount of fibre content of the mix ratio but with the aggregate proportion from

55:45 to 65:35 ratios got increased and then decreased considerably.

2. The Coefficient of permeability decreased with increase in amount of fibre

content. The compressive strength attained after 28 days curing has higher values



for aggregate proportion of 65:35 ratios but the permeability decreases as increase

in fibre content.

3. The compressive strength was found to be reduced when it was exposed to

H2SO4 compared to that of the HCL.

4. The durability of designed pervious concrete was found to be satisfactory when

the mixes were tested on 58 days and 90 days. Hence there is no much

degradation of fibres was found.

REFERENCES

[1] Amanda Lidia Alaica―Optimizing The Strength And Permeability Of PerviousConcrete‖

2010 Annual Conference Of The Transportation Association Of Canada Halifax, Nova

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[7] NaliniThakre ,Hirendra Rajput, Jaya Saxena , Harish Mitangale ―Comparative Study on

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effects of glass and poly propylene fibre on … · aggregate on permeability of pervious concrete....

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