ANALYSIS OF COMPRESSIVE STRENGTH, OF FLY ASH BASED COCONUT FIBER REINFORCED CONCRETE SPECIMENS
Hemachandran S
M.Tech, Student, RKDF College of Engineering, Bhopal Pushpendra Kumar Kushwaha
Prof., RKDF College of Engineering, Bhopal 1. INTRODUCTION
1.1 Need for Plasticizer in Quarry Dust Concrete
Quarry clean has unforgiving, sharp and exact particles and in that limit causes a get in quality as a result of better interlocking yet meanwhile a going to mishap in usefulness (Jayawardhane and Dissanayake 2006). Past audits revealed that, the quarry clean when included considerable degrees clearly impacts the functionality of the strong, considering the way that the quarry clean has less vulnerability, more surface zone and requires more water (Murugesan et al 2006, Naidu et al 2003a). The usage of quarry clean a portion of the time causes a development in the measure of cement needed to take care of functionality (Raman et al 2007). The quarry clean contains a more noteworthy number of fines more diminutive than 150μm sifter than the stream sand (around 10 to 20%
for quarry clean and 3 to 5% for stream sand). As shown by the principles for mix plot (SP23:1982(21)), the better the fine sums used as a piece of concrete, the higher the need of water to take care of usefulness. Each extra liter of water included over the pined for sum in a 50kg pack cluster changes the water bond extent by 0.02 - 0.03, and impacts the nature of concrete by 1-2N/mm2. The water security extent is the principal component impacting the compressive nature of concrete at all ages. Every development of 0.01% in the water – bond extent reduces the quality by 1- 1.5N/mm2. (Santhakumar 2010). Too much water can prompt the making of hairlike pores. As the amount of water in a blend goes up, the accompanying impacts are seen: the quality abatements, strength diminishes, workability expands, attachment diminishes, and the economy may increment to the detriment of value and dependability (Shetty 2008).
Subsequently for huge undertakings, so as to achieve the coveted workability at
steady water concrete proportion, super plasticizers can be utilized as a part of the blend (Chitra et al 2006). Super plasticizers increment the workability and additionally add to enhance the compressive quality of the solid (Raman et al 2007). Super plasticizers are added to wet solid blend to create outrageous workability in this manner giving streaming cement. They accomplish diminishment in the water content without loss of workability (Shetty 2008).
Super plasticizer atoms and bond grains resemble charged particles and consequently repulse each other. This expands the versatility and consequently makes the stream. Super plasticizers empower investment funds in concrete for a given quality (Santhakumar 2010). In this review the quarry tidy solid examples were thrown with expansion of super plasticizer to beat the lessening in workability and quality properties. The present work manages the practicality of the utilization of quarry clean as an entire substitute for common stream sand in traditional cement with fitting measurements of super plasticizer.
Quality and sturdiness tests were done to research the reasonableness of quarry clean in cement.
1.2 AIM and Scope of the Work
By far most of the surveys on the usage of quarry perfect as whole substitute for normal sand in concrete were done to pass judgment on the properties of new concrete and quality properties. Different surveys were finished to investigate the usage of mineral admixtures and disintegration inhibitors in improving the utilization resistive properties of conventional concrete. Inspects on the disintegration opposition execution of concrete having quarry clean as fine absolute with mineral admixtures and
utilization subduing substances are not discussed much in the specific composition. Thusly, the targets of the present work are given underneath The targets of the present work are To concentrate the quality and consumption resistive properties of cement containing quarry clean as fine total and to contrast and the ordinary cement having waterway sand as fine total To discover the components display in the quarry tidy ,To examine the impact of incomplete substitution of bond by fly fiery remains in upgrading quality and solidness properties of cement containing quarry tidy as fine total To concentrate the criticalness of fractional substitution of bond by ground granulated impact heater slag on the quality and erosion resistive properties of quarry tidy cement To discover the inhibitive impact of different natural and inorganic inhibitors on the quality and erosion resistive properties of cement having quarry tidy as fine total. To analyze the surface morphology of inserted steel in cement by Scanning Electron Microscopic Determination of the most effective and efficient framework by cost assessment. To assess the quality properties the tests relating to compressive quality, split elasticity, flexural quality, and bond quality tests will be finished.
2 LITERATURE REVIEW
Valeria Corinaldesi et al (2005) explored the characteristics of marble powder and watched that marble powder has high blame fineness assessment for around 1.
5 m2/g , with 90% of particles experiencing 50μm¬sieves and half through 7 μm. He watched that the marble powder has a high specific surface domain, proposing that its extension as a mineral in mortars and concretes, especially in self compacting concrete should present more cohesiveness. He furthermore found that that 10% of sand can be superseded by marble powder gave most prominent compressive quality at about same functionality. [1]
Demirel and Yazicioglu (2006) found, notwithstanding marble powder, silica seethe, fly fiery remains, pumice powder and ground granulated impact heater slag can be generally utilized as a part of the develop particle division as a
mineral admixture rather than Cement, Marble powder can be utilized either to deliver new items or as an admixture so that the normal assets are utilized all the more proficiently and the earth is spared from dumpsites of marble waste. [2]
Hanifi Binic(2007) communicated that marble clean concrete has higher compressive quality than that of the relating lime stone clean concrete having equal w/c and mix degree. The results shows that the Marble clean concrete would probably have cut down water vulnerability than the lime stone concrete.
As non pozzolanic fines it is at present the limestone and dolomite ones which are most frequently used to grow the substance of fine particles in self compacting concretes. Differentiation d with run of the mill plain concrete of a comparable w/c extent and a comparable bond, the strong having high limestone filler substance of sensible particle measure flow all things considered improves the quality credits. [3]
3. PROCESS AND METHODOLOGY 3.1 Mix Design for M20 Grade Concrete 3.1.1 Design Stipulation
Type of mix = Design mix
1. Grade designation = M20 2. Type of Cement = OPC 5 3. Grade conforming to IS: 8112 4. Characteristics compressive
strength required in the field at 28 Days = 20N/mm2
5. Maximum size of aggregate = 20mm
6. Degree of Workability = 0.85 Compaction Factor
1. Degree of quality control = Good 2. Type of exposure = Mild
3. Specific Gravity of Cement = 3.15
4. Grading of aggregate:
a. Fine aggregate: confirming to zone II of IS: 383 – 1970 table(a)
b. Coarse aggregate: confirming to IS: 383 – 1970
5. Specific gravity of coarse aggregate = 2.7
6. Specific gravity of fine aggregate
= 2.68
7. Water absorption of coarse aggregate = 1.12%
8. Water absorption of fine aggregate
= 0.86%
9. Minimum cement content = 320kg/m³
10. Maximum cement content = 450kg/m³
3.2 Test For Compressive Strength of Concrete (IS: 516-1959)
The compressive strength of cement is perhaps the main Properties of cement in most primary application concrete is inferred essentially to oppose compressive pressure.
In the examination, customary concrete and fly debris based coconut fiber composite, solid shapes of 150mm x 150mm x 150mm sizes were utilized for testing the compressive strength. The shapes are tried in a pressure testing machine of limit 2000kn. The heap has been applied at a pace of 315kn/mm. The
heap applied so that the two inverse sides of the blocks are compacted. The heap at which the control example eventually come up short is noted. The normal of three solid shapes is taken as compressive strength.
4. RESULT & DISCUSSIONS
Compressive strength of cement blends made in with and without fly debris and coconut fiber with various rate and varation long of fiber were resolved at 7, 14, and 28 days of relieving. The test outcomes are given in table and appeared in figure. The most extreme compressive strength was acquired for a blend having a fiber length of 40 mm, 10% fly debris and fiber substance of 0.25% by weight and expansion in strength over plain concrete and fly debris concrete without fiber content.
Table No 1 GRADE PERCENTAGE
REPLACEMENT
AVERAGE COMPRESSIVE STRENGTH (N/MM2)
3 DAYS 7 DAYS 14 DAYS 28DAYS
M 15 0%
5%
10%
15%
20%
6.52 10.52 10.80 10.22 9.93
9.85 12.75 13.02 12.38 11.26
13.64 15.35 15.86 14.80 14.30
15.56 19.49 19.93 17.41 16.15
M 20 0%
5%
10%
15%
20%
8.45 12.38 10.75 12.89 10.82
13.19 16.07 14.30 16.75 14.38
18.53 20.23 18.36 20.97 19.48
20.59 24.89 21.12 25.90 22.10 GRADE
PERCENTAGE
REPLACE MENT FAILURE LOAD(KN) 28 DAYS
COMPRESSIVE STRENGTH (N/MM2) 28 DAYS
AVERAGE COMPRESSIVE STRENGTH (N/MM2) 28 DAYS
M 15 0%
5%
10%
15%
20%
360 340 350 445 430 440 450 445 450 405 380 390 365 370 355
16 15.12 15.56 19.78 19.12 19.56 20 19.78 20 18 16.89 17.34 16.23 16.45 15.78
15.56
19.49
19.93 (MAXIMUM)
17.41
16.15 (MINIMUM)
GRADE PERCENTAGE
REPLACEMENT FAILURE LOAD
(KN) COMPRESSIVE
STRENGTH (N/MM2) 28
AVERAGE COMPRESSIVE STRENGTH (N/MM2) 28 DAYS
DAYS
M 20 0%
5%
10%
15%
20%
465 455 470 570 560 550 480 485 460 580 580 590 515 510 495
20.67 20.23 20.87 25.34 24.89 24.45 21.34 21.56 20.45 25.78 25.78 26.23 22.89 22.67 22
20.59
24.89
21.12 (MINIMUM)
25.93 (MAXIMUM)
22.52
Figure 1: Showing the variation of compressive strength with age for various fly ash and fiber percentages of M20 grade
0 5 10 15 20 25 30
7 14 28
COMPRESSIVE STRENGTH (N/MM2)
AGE (DAYS).
COMPRESSIVE STRENGTH VERSUS AGE.
Normal concrete (m1) 10% Fly Ash 0% fiber(m2)
20% Fly Ash,0% fiber(m3)
Figure 2: Showing the variation of fly ash and fiber percentage versus compressive strength in n/mm2 of M20 grade
Figure 3: Showing the variation of compressive strength with age for various fly ash and fiber percentages of M20 grade.
0 5 10 15 20 25 30
M1 M2 M3 M4 M5 M6
COMPRESSIVE STRENGTH (N/mm2)
FLY ASH (PERCENTAGE)
COMPRESSIVE STRENGTH VERSUS FLY ASH AND FIBER PERCENTAGE.
7-DAYS 14-DAYS 28-DAYS
0 5 10 15 20 25 30
7 14 28
AGE (DAYS).
COMPRESSIVE STRENGTH VERSUS AGE.
30% Fly Ash,0.25%fiber,20mm(M-7) 10% Fly Ash,0.25%fiber,40mm(M-8) 20% Fly Ash,0.25%fiber,40mm(M-9) 30% Fly Ash,0.25%fiber,40mm(M-10) 10% Fly Ash,0.25%fiber,60mm(M-11) 20% Fly Ash,0.25%fiber,60mm(M-12)
COMPRESSIVE STRENGTH (N/mm2 )
Figure 4: Showing the variation of fly ash and fiber percentage versus compressive strength in n/mm2 of M20 grade.
Figure 5: Showing the variation of compressive strength with age for various fly ash and fiber percentages of M20 grade.
0 5 10 15 20 25 30
M-7 M-8 M-9 M-10 M-11 M-12
COMPRESSIVE STRENGTH (N/mm2)
FLY ASH AND FIBER (PERCENTAGE)
COMPRESSIVE STRENGTH VERSUS FLY ASH AND FIBER PERCENTAGE.
7-DAYS 14-DAYS 28-DAYS
0 5 10 15 20 25 30
7 14 28
AGE (DAYS).
COMPRESSIVE STRENGTH VERSUS AGE.
30% Fly Ash,0.25%FIBER,60MM(M-13) 10% Fly Ash,0.5%FIBER,20MM(M-14) 20% Fly Ash,0.5%FIBER,20MM(M-15) 30% Fly Ash,0.5%FIBER,20MM(M-16) 10% Fly Ash,0.5%FIBER,40MM(M-17) 20% Fly Ash,0.5%FIBER,40MM(M-18) COMPRESSIVE STRENGTH (N/mm2 ) COMPRESSIVE STRENGTH (N/mm2 )
Figure 6: Showing the variation of fly ash and fiber percentage versus compressive strength in n/mm2 of M20 grade
Figure 7: Showing the variation of compressive strength with age for various fly ash percentages of M20 grade
0 5 10 15 20 25 30
M-13 M-14 M-15 M-16 M-17 M-18
COMPRESSIVE STRENGTH (N/mm2)
FLY ASH AND FIBER (PERCENTAGE)
COMPRESSIVE STRENGTH VERSUS FLY ASH AND FIBER PERCENTAGE.
7-DAYS 14-DAYS 28-DAYS
0 5 10 15 20 25 30
7 14 28
COMPRESSIVE STRENGTH (N/MM2)
AGE (DAYS).
COMPRESSIVE STRENGTH VERSUS AGE.
30% Fly Ash,0.5%FIBER,40MM(M-19) 10% Fly Ash,0.5%FIBER,60MM(M-20) 20% Fly Ash,0.5%FIBER,60MM(M-21) 30% Fly Ash,0.5%FIBER,60MM(M-22)
Figure 8: Showing the variation of fly ash percentage versus compressive strength in n/mm2 of M20 grade
The 7 day compressive strength of fly ash based coconut fiber concrete was found to be high as 17.9 Mpa. Which is more than ordinary concrete and fly ash concrete.
Similarly 28 day compressive strength was found to be about 27 Mpa which is more than that of ordinary concrete and fly ash concrete.
The impact of supplanting of concrete with three rates of fly debris and expansion of coconut filaments on the compressive strength of cement is indicated figure. Unmistakably the supplanting of concrete with 30 % of fly debris decreased the compressive strength of cement. Furthermore, for a specific level of fly debris there was a reduction in compressive strength of fly debris concrete, as the level of fiber expanded from 0.25% to 0.5%.
Nonetheless, this decrease in strength with expansion of filaments kept on diminishing with an increment in the level of fly debris content. By and large, presence of filaments prompts porosity and decreases compressive strength relying on fly debris content.
5. CONCLUSIONS
The following conclusions can be drawn from the present -
5.1 Investigations
Compressive strength, of fly debris based coconut fiber strengthened solid examples
were higher than the plain solid (Control Mix) and fly debris solid examples at all the ages. The strength differential between the plain solid examples and fly debris based fiber strengthened solid examples turned out to be more particular after at 28 days.
The most extreme multi day block compressive strength acquired was 27 mpa, for a blend in with fiber length of 40mm, 10% fly debris and fiber substance of 0.25% by weight and expansion in strength over plain concrete cement is discovered to be 39.89% and increment in strength over fly debris concrete is 17.39%.
The multi day compressive strength of fly debris based coconut fiber strengthened cement was discovered to be high as 17.9, which is about 47.9% more than common cement. The supplanting of concrete with 20% and 30% fly debris diminished the compressive strength of cement. It has been seen that as the level of fly debris expands the compressive strength increments at first, on additional increment in its rate lessens its compressive strength.
5.2 Scope for further study
1. In this examination the work can be done by utilizing higher evaluations of cement.
2. In this examination, to build the strength of cement the quantity of 0
5 10 15 20 25 30
M-19 M-20 M-21 M-22
COMPRESSIVE STRENGTH (N/mm2)
FLY ASH AND FIBER (PERCENTAGE) COMPRESSIVE STRENGTH VERSUS FLY ASH AND FIBER
PERCENTAGE.
7-DAYS 14-DAYS 28-DAYS
long periods of relieving can be reached out as long as 91 days.
3. In this examination 20mm down size total have been utilized.
Further work can be done by utilizing 10mm total size.
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