International Journal of Trend in Scientific Research and Development (IJTSRD)
Volume 3 Issue 5, August 2019 Available Online: www.ijtsrd.com e-ISSN: 2456 – 6470
Analysis the Behaviour of Concrete by Partial
Replacement of Cement by Rice Husk Ash and Fly Ash
Sandeep Tak1, Rajdeep Singh2, Ashish Verma2
1Student, 2Assistant
1,2BRCM
Professor
College of Engineering and Technology, Bahal, Bhiwani, Haryana, India
How to cite this paper: Sandeep Tak |
Rajdeep Singh | Ashish Verma "Analysis
the Behaviour of Concrete by Partial
Replacement of Cement by Rice Husk Ash
and
Fly
Ash"
Published
in
International
Journal of Trend in
Scientific Research
and Development
(ijtsrd), ISSN: 2456IJTSRD25302
6470, Volume-3 |
Issue-5, August 2019, pp.434-437,
https://doi.org/10.31142/ijtsrd25302
Copyright © 2019 by author(s) and
International Journal of Trend in Scientific
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/4.0)
ABSTRACT
Rice Husk Ash (RHA) is actually a byproduct of the industry specially
agricultural that contains higher quantity of silicon dioxide (SiO2). With this
analysis, for the very first time of the Middle East, in order to supply regular
RHA, a specific furnace was designed as well as constructed. Afterwards,
Efforts were made to figure out the optimum temperature as well as time
period of burning up. Results indicate that temperature of 6500 centigrade as
well as sixty minutes burning period are actually the very best combination.
Subsequently different experiments had been carried away to establish
attributes of concretes integrating the best possible RHA. These tests include
compressive strength, splitting tensile strength, modules of elasticity, fast
chloride as well as water permeability permeability check. Results indicate
that concrete including RHA had greater compressive strength, splitting tensile
strength as well as modulus of elasticity from different ages in contrast to that
of the management concrete. Additionally, results indicate which RHA as an
artificial pozzolanic content has improved the durability of RHA concretes as
well as reduced the chloride diffusion.
INTRODUCTION
The utilization of agricultural and industrial waste components are required by
renewable development of concrete industry and the cement. With current, for
a wide range of motives, the concrete structure industry isn't lasting. First of all,
enormous numbers of virgin components which could stay for coming decades
are consumed by it.
Second, the principal binder of concrete is actually Portland
cement, the generation of that is actually a significant
contributor to greenhouse 1gas emissions which are actually
implicated in climatic change as well as climate change.
Thirdly, a number of concrete structures suffer with lack of
durability which might consume the natural resources. And
so, obtaining an answer to substitute an useful recycled
merchandise for part of the cement appears to be appealing
for renewable Concrete it's essentially a blend of 2
components: Aggregates and Paste (or maybe binder). The
paste comprises cement, additional cementing or perhaps
additional cementitious substances &water. It binds the
aggregates (sand and crushed stone) or maybe stones right
into a rock like mass. The objective is actually filling up the
voids and come with a strong and dense components. The
good aggregates fill up the voids created by the coarse
aggregates; and cement fills up the voids of the fine
aggregates. Cheaper the voids more could be the strength of
concrete. The chemical response of the cementitious
substances &water, is actually known as hydration. It's the
task by that paste hardens as well as binds the aggregates.
The excessive modulus of rigidity as well as elasticity of
concrete compared to various other road making items
offers a concrete pavement with a good amount of flexural or
maybe beam strength. This particular property results to a
broader distribution of externally used wheel loads. This in
turn limits the pressures put on to the sub grade. The main
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component of the ton carrying capability of a concrete
pavement is as a result supplied by the concrete coating on
it's own. The thickness of its is largely based on 1the flexural
1strength of the concrete and by the magnitude of the wheel
or maybe axle a lot. Sub-bases don't make a major structural
contribution to Concrete.
EXPERIMENTAL WORK
COMPRESSIVE STRENGTH
General
In most structural applications, concrete is employed
primarily to resist compressive stresses. When a plain
concrete member is subjected to compression, the failure of
the member takes place, in its vertical plane along the
diagonal. The vertical crack occurs due to lateral tensile
strains. A flow in the concrete, which is in the form of micro
crack along the vertical axis of the member will take place on
the application of axial compression load and propagate
further due to the lateral tensile strains.
Test Procedure and Results
Test specimens of size 150mm x 150mm x 150mm were
prepared for testing the compressive strength. In this study,
the mix was done manually. The cement and fine aggregate
were first mixed dry to uniform colour and then coarse
aggregate was added and mixed with the mixture of cement
and fine aggregates. Water was then added and the whole
mass mixed. The interior surface of the moulds and the base
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plate were highly oiled before concrete was placed. After this
the specimens were removed from the moulds and placed in
clean fresh water at for 28 days curing. For testing in
compression, no cushioning material was placed between
the specimen and the plates of the machine. The load was
applied axially without shock till the specimen was crushed.
Test results of compressive strength test at the age of 28
days
Table 4.1 Compressive strength of 4.5 MPa flexure design (w/c = 0.4)
7days
28days
w/c = 0.4
Load (KN) Average (KN) fc (MPa) Load (KN) Average (KN)
863.7
1170
Controlled
889.9
859.73
38.21
1246
1147.66
(FR00)
825.6
1027
809.9
1132
10% F.A.
861.4
848.33
37.70
1075
1101.33
(FR10)
873.6
1097
791.7
1034
20% F.A.
729.2
773.333
34.3703
1058
1016.1
(FR20)
799.1
956.3
638.1
926.5
30% F.A.
660.8
657.066
29.2029
931.9
936.133
(FR30)
672.3
950
496.3
731.8
10% R.H.A.
541.6
713
(FR01)
508.67
22.60
734.36
488.1
758.3
477.8
621.2
20% R.H.A
432.8
440.6
19.5822
655.9
646.133
(FR02)
411.2
661.3
347.7
560.1
30% R.H.A.
371.4
367.9
16.3511
549.7
575.9
(FR03)
384.6
617.9
10% F.A
468.7
689.6
10%R.H.A.
450.9
472.9
21.0177
765.7
727.933
(FR11)
499.1
728.5
20% F.A.
357.2
563.8
10% R.H.A
381.3
369.87
16.43
657.3
620.3
(FR21)
371.1
639.8
10% F.A
343.6
596.2
358.1
359.33
15.97
572.3
582.56
20% R.H.A.
(FR12)
376.3
579.2
fc (MPa)
Table 4.2 Compressive strength of 5.0 MPa flexure design (W/C = 0.35)
7days
28days
W/C=0.35
Load (KN) Average (KN) fc (MPa) Load (KN) Average (KN)
907.2
1246
Controlled
980.5
920.5
40.911
1289
1279.66
(FROO)
873.8
1304
822.5
1058
10% F.A.
851.9
850.933
37.819
1221
1120
(FR10)
878.4
1081
760.7
1056
20% F.A.
788.9
791.666
35.185
1108
1083.33
(FR20)
825.4
1086
767.4
1051
30% F.A.
730.2
734.466
32.642
976.7
963.3
(FR30)
705.8
862.2
563.1
737.1
10% R.H.A.
552.1
543.86
24.17
762.8
758.56
(FR01)
516.4
775.8
468.4
687.3
20% R.H.A.
482.8
486.833
21.637
699.3
712.633
(FR02)
509.3
751.3
450.3
630.1
30% R.H.A.
469.2
435.533
19.357
610.4
604.166
(FR03)
387.1
572
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51.01
48.94
45.16
41.6059
32.63
28.7170
25.5955
32.3525
27.5688
25.89
fc (MPa)
56.874
49.78
48.148
42.813
33.71
31.672
26.851
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International Journal of Trend in Scientific Research and Development (IJTSRD) @ www.ijtsrd.com eISSN: 2456-6470
10% F.A
10%R.H.A.
(FR11)
20% F.A.
10% R.H.A
(FR21)
10% F.A
20% R.H.A.
(FR12)
521.3
511.6
580.4
456.2
453
501.2
387.3
403.1
443.3
537.766
23.900
470.133
20.8948
411.233
18.277
801
813.6
745.3
754.2
699.3
721
696.1
686.3
674.1
786.633
34.961
724.833
32.214
685.5
30.47
Table 4.3 Compressive strength OF 5.5 MPa flexure design (W/C = 0.3)
7days
28days
W/C = 0.3
Load (KN) Average (KN) fc (MPa) Load (KN) Average (KN)
1053
1380
Controlled
1069
1047.66
46.5629
1416
1388
(FR00)
1021
1368
963.1
1349
10% F.A.
988.2
954.433
42.4192
1037
1199.33
(FR10)
912
1212
1027
1208
20% F.A.
1009
999.8
44.4355
1143
1193.66
(FR20)
963.4
1230
748.1
1017
30% F.A.
766.5
738.233
32.8103
967.2
1039.73
(FR30)
700.1
1135
644.4
1024
10% R.H.A.
569.3
601.67
26.74
986.4
995.67
(FR01)
591.3
796.6
542.4
744.9
20% R.H.A.
506
526.73
23.61
701.5
725.7
(FR02)
531.8
730.7
513.5
588.7
30% R.H.A.
476.8
480.2
21.3422
593.4
609.8
(FR03)
450.3
647.3
10% F.A
664.9
1021
10%R.H.A.
700.3
686.166
30.4963
1014
1005.6
(FR11)
693.3
981.8
20% F.A.
563.6
873.
10% R.H.A
589.5
584.733
25.9881
893.
892.16
(FR21)
601.1
909.
10% F.A
511.1
836.4
503.7
500.6
22.2488
800.2
809.7
20% R.H.A.
(FR12)
487
792.5
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fc (MPa)
61.6888
53.3037
53.0518
46.2103
44.25
32.2533
27.1022
44.6933
39.6518
35.98
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International Journal of Trend in Scientific Research and Development (IJTSRD) @ www.ijtsrd.com eISSN: 2456-6470
Fig 4.1 28-day compressive strengths for all water cement ratios
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