Trial on Hardened Concrete
This chapter describes the consequences of the trial programmed to set up the mechanical belongingss of the conventional concrete every bit good as GGBFS added concrete with different per centum to the weight of the cement. Concrete mixes detailed in the proceeding chapter. Mixing of ingredient of concrete is done for the mix proportion for M50 class of concrete mixes by adding GGBFS with different per centums 0 % ,10 % ,20 % ,30 % ,40 % ,50 % and 60 % .
Preparation of trial specimen
Cube specimen of size15cmx15cmx15cm, cylinder specimen of length20cm and diameter 10cm, and prism of size 50cmx10cmx10cm were casted.
The ingredients of concrete were assorted exhaustively in the sociable boulder clay unvarying consistency was achieved. The specimens were compacted on a vibrating tabular array. The specimens were demolded after 24 hours of casting and cured for 7,14 and 28 days. In the experimental work entire 189 specimens were cast which includes 63 regular hexahedrons, cylinders and prisms.
Tests on Hardened Concrete
Following trials were conducted to find the mechanical belongingss of the concrete
 Compressive strength
 Split tensile strength
 Flexural strength
 Ultrasonic pulsation speed
Compressive strength of concrete
Among all the trial of the concrete compressive strength trial is the upmost of import which gives thought about all the characteristics’ of concrete, and it has a definite relationship with all the other belongingss of concrete i.
e these belongingss are improved with the betterment in compressive strength. The size of the mold is normally 15cmx15cmx15cm.concrete regular hexahedrons are tested for 7, 14 and 28days as per IS: 5161959 ( Part 5 ) .Rate of application burden is 1.40KN/cm^{2}/min.
Compressive strength=
Table11 Compressive strength of concrete for assorted per centums of GGBFS in N/mm^{2}
Replacement of ggbfs in %  7Days compressive strength Mpa 
14Days compressive strength Mpa 
28 days cube compressive strength
Mpa 
0  39.50  46.44  50.68 
10  37.60  45.33  51.67 
20  35.66  47.80  52.55 
30  34.12  43.33  49.07 
40  33.63  39.36  45.95 
50  31.89  36.21  42.17 
60  30.85  34.50  39.70 
Cylinder Splitting Tension Test: This is besides sometimes referred as, “Brazilian Test” . This trial was developed in Brazil in 1943. At about the same clip this was besides independently developed in Japan.Split tensile strength
The trial is carried out by puting a cylinder specimen horizontally between the lading surfaces of a compaction proving machine and the burden is applied until failure of the cylinder, along the perpendicular diameter.
Split tensile strength=
Where:
P = burden applied to the cylinder
D = diameter of the cylinder
L = Length of the cylinder
The loading status produces a high compressive emphasis instantly below the two generators to which the burden is applied. But the larger part matching to depth is subjected to a unvarying tensile emphasis moving horizontally. It is estimated that the compressive emphasis is moving for about 1/6 deepnesss and staying 5/6 deepness is subjected to tenseness.
In order to cut down the magnitude of the high compaction emphasiss near the points of application of the burden, narrow packing strips of suited stuff such as plyboard are placed between the specimen and lading planets of the testing machine. The packing strips should be soft plenty to let distribution of burden over a sensible country, yet narrow and thin plenty to forestall big contact country. Normally, a plyboard strip of 25 millimeters broad, 3mm midst and 30cm long is used.
The chief advantage of this method is that the same type of specimen and the same testing machine as are used for the compaction trial can be employed for this trial. That is why this trial is deriving popularity. The rending trial is simple to execute and gives more unvarying consequences than other tenseness trials. Strength determined in the splitting trial is belived to be closer to the true tensile strength of concrete, than the modulus of rupture. Dividing strength gives approximately 5 to 10 % higher value than the direct tensile strength.
Table12 Tensile strength of concrete for assorted per centums of GGBFS in N/mm^{2}
Replacement of GGBFS, %  7Daystensile strength Mpa 
14Daystensile strength Mpa 
28Daystensile strength Mpa

0  3.95  4.95  5.10 
10  3.76  4.56  5.17 
20  3.58  4.38  5.30 
30  3.21  3.96  4.34 
40  3.07  3.35  3.85 
50  2.93  3.12  3.72 
60  2.80  2.98  3.58 
Flexural strength is one of the step of compressive strength of concrete. It is a step of an unreinforced concrete slad or beam to defy failure in bending.It is measured by lading 500x100x100mm concrete beam.The flexural strength is expressed ac modulus of rupture and it is determined by standard trial method ASTM C78 ( 3rd point lading ) or ASTM (center point lading ) .The flexural strength of concrete is dbout 1020 % of the compressive strength of the concrete depending on size, type and volume of the harsh sum used. The flexural strength determined by 3rd point burden is lower than the strength determined by Centres point burden.
Flexural strength of concrete
Modulus of rupture =
Where,
P=load applied
L=Length of the prism
B=Width of the of the prism
D=Depth of the prism
Table13Flexural strength of concrete for assorted per centums of GGBFS in N/mm^{2}
Replacement of GGBFS, %  7Daysflexural strength Mpa 
14Daysflexural strength Mpa 
28Daysflexural strength Mpa

0  5.18  5.54  5.94 
10  05.01  5.62  06.03 
20  4.89  5.71  6.15 
30  4.66  4.93  5.86 
40  4.49  4.77  5.45 
50  4.21  4.45  5.34 
60  4.14  4.38  5.19 
Ultra sonic pulsation speed
Supersonic pulsation speed is one of the non destructive testing method which provides information about the uniformity of concrete, pits, clefts and defects.The pulse speed in a stuff depends on its denseness and its elastic belongingss which in bend related to the compressive strength and quality of concrete. The trial is carried harmonizing to IS 13311 ( Part1 ) :1992.The experiment’s specific equipment determines the travel clip of an supersonic moving ridge through the concrete specimen between the sender and reciver placed on two opposite sides of the sample.By means of the determined travel clip the wave’s speed can be determined.
Table14 pulse speed consequences
Replacement of GGBFS, %  Pulse speed ( km/sec )  General status 
Quality categorization

0  6.422  Excellent  Very Good 
10  4.534  Excellent  Very Good 
20  4.901  Excellent  Very Good 
30  4.602  Excellent  Very Good 
40  4.102  Excellent  Very Good 
50  4.544  Excellent  Very Good 
60  4.689  Excellent  Very Good 
RESULTS AND DISCUSSIONS
Compressive Strength
Graph1 Compressive strength of concrete at7, 14 and 28 yearss
For concrete the chief standards to cognize the mechanical belongingss is compressive strength, in this instance compressive strength trial is conducted for the concrete incorporating assorted per centums of land granulated blast furnace.Here the 7 and 14 yearss compressive strength of the GGBFS concrete is less than the conventional concrete. But the 28 yearss strength of concrete incorporating 20 % of GGBFS is more every bit compared to conventional concrete.i.e optimal per centum of GGBFS for compaction is 20 % as shown in the graph.
Split Tensile Strenth
Graph2 Split tensile strength of concrete at 7,14 and 28 yearss
It is really hard to mensurate the tensile strength of the concrete straight, so it measured indirectly by puting the cylinder specimen horizontally and so using the compaction load..Here the 28 yearss tensile strength of concrete incorporating 20 % of GGBFS is more every bit compared to conventional concrete as shown in graph
Flexural Strength
Graph3 Flexural strength of concrete at7,14 and 28 yearss
One of the chief standards to cognize the mechanical belongingss of concrete is flexural strength, in this instance trial is conducted for the concrete incorporating assorted per centums of land granulated blast furnace. Here the 7 and 14 yearss flexural strength of the concrete incorporating GGBFS for all doses is less than the conventional concrete. But the 28 yearss strength of concrete incorporating 20 % of GGBFS is more than the conventional concrete.
as shown in the graph
Static Modules of Elasticity
Modulus of snap of concrete is a cardinal factor for gauging the distortion of edifices and members, every bit good as a cardinal factor for finding modular ratio, which is used for the design of subdivision of members subjected to flection. It is often expressed in footings of compressive strength.
Table15 Comparison of codal proviso for inactive modulus of snap Ec in N/mm2
Replacement of GGBFS, %  Asper Measured value, Ec  Asper IS456 codification  Asper ACI:318 codification  Asper New Zealand codification NZS:3101  Asper Euro codification EC:02  Asper BS:8110 
0  25998.43  35594.94  30141.86  28038.78  34208.69  20010.14 
10  26203.50  35940.92  30437.82  28246.33  34393.74  20010.33 
20  26428.39  36245.68  30694.43  28426.30  34553.99  20010.51 
30  25263.30  35024.99  29662.20  27702.39  33908.34  20009.81 
40  24105.80  33893.21  28702.25  27029.17  33305.60  20009.20 
50  23602.66  32469.22  27497.98  26184.60  32546.62  20008.43 
60  23101.53  31503.96  26678.93  25610.19  32028.81  20007.94 
Comparisons of inactive modulus of snap obtained by experimentation and that obtained from utilizing empirical looks given design codification of assorted state for both conventional concrete and GGBFS concrete is presented in the above tabular array.
Graph4 consequences of modulus of snap as per different codifications for 0 % replacing of GGBFS
Graph5 consequences of modulus of snap as per different codifications for 10 % replacing of GGBFS
Graph6results of modulus of snap as per different codifications for 20 % replacing of GGBFS
Graph7 consequences of modulus of snap as per different codifications for 30 % replacing of GGBFS
Graph8 consequences of modulus of snap as per different codifications for 40 % replacing of GGBFS
Graph9 consequences of modulus of snap as per different codifications for 50 % replacing of GGBFS
Graph10 consequences of modulus of snap as per different codifications for 60 % replacing of GGBFS
Graph11 consequences of modulus of snap as per different codifications
The fig shows that the inactive modulus of snap predicted by Indian codification IS:4562000 and euro codification EC:02 are higher than those predicted by American codification ( ACI:318 ) , New Zealand codification ( NZS:3101 ) and British codification ( BS:8110 ) .
Fig besides shows that by experimentation measured modulus of snap is higher than the British codification ( BS:8110 ) and relatively lower than all other design codifications.
Table 16 Constants for empirical relationship between inactive modulus of snap and compressive strength ( C_{1}for regular hexahedron compressive strength )
Replacement of GGBFS, %  Asper Measured value, Ec  Asper IS456 codification  Asper ACI:318 codification  Asper New Zealand codification NZS:3101  Asper Euro codification EC:02  Asper BS:8110 
0  3652.20  5000.71  4234.03  3938.59  4805.27  2810.81 
10  3655.65  5001.26  4234.72  3930.06  4784.24  2783.80 
20  3658.80  5002.66  4234.98  3931.50  4766.63  2760.39 
30  3611.71  5001.10  4234.50  3987.52  4839.40  2856.50 
40  3570.03  5000.80  4234.44  4034.59  4963.87  3018.15 
50  3541.82  5000.45  4234.32  4062.49  5010.90  3081.20 
60  3551.82  5000.20  4233.11  4086.36  5083.29  3175.46 
Table17 Constants for empirical relationship between inactive modulus of snap and compressive strength ( C2 for cylinder compressive strength )
Replacement of GGBFS, %  Asper Measured value, Ec  Asper IS456 codification  Asper ACI:318 codification  Asper New Zealand codification NZS:3101  Asper Euro codification EC:02  Asper BS:8110 
0  4075.44  5590.40  4734.40  4403.69  5329.25  3142.73 
10  4076.04  5591.22  4734.85  4384.88  5312.34  3112.22 
20  4083.24  5591.70  4735.28  4385.95  5299.85  3086.30 
30  4063.40  5590.35  4733.65  4420.84  5410.40  3193.52 
40  4031.94  5589.97  4733.90  4367.92  5492.33  3300.14 
50  3985.65  5589.80  4733.40  4361.10  5612.35  3444.62 
60  3910.90  5589.40  4732.99  4360.20  5683.51  3550.30 
Based on the arrested development analysis of the by experimentation obtained trial consequences, the proposed correlativity of the modulus of snap and compressive strength of cylinder and regular hexahedron for conventional and GGBFS based concrete are given below
For regular hexahedron compressive strength:
Ec=C_{1}degree Fahrenheit_{degree Celsiuss}
For cylinder compressive strength:
Ec=C_{2}degree Fahrenheit_{degree Celsiuss}^{’}
Where,
Tocopherol_{C}is the inactive modulus of snap at 28 yearss in Mpa.
is the regular hexahedron compressive strength of concrete at 28 yearss Mpa.
is the cylinder compressive strength at 28 yearss in Mpa.
C_{1}, C_{2}Constants given in tabular array
Modulus of Rupture
Modulus of rupture is defined as a stuff ‘s ability to defy distortion under burden The Modulus of rupture represents the highest emphasis experienced within the stuff at its minute of rupture.
Table 18 Comparison of codal proviso for flexural tensile strength concrete Fr in N/mm^{2}
Replacement of GGBFS, %  Asper Measured value, Ec  Asper IS456 codification  Asper ACI:318 codification  Asper New Zealand codification NZS:3101  Asper Euro codification EC:02 
Asper Canadian codification of pattern CSA

0  5.94  4.983  3.947  3.820  4.162  3.820 
10  2021.03  5.031  3.986  3.857  4.216  3.857 
20  6.15  5.074  4.019  3.890  4.265  3.890 
30  5.85  4.903  3.885  3.759  4.074  3.759 
40  5.45  4.606  3.676  3.567  3.783  3.567 
50  5.32  4.545  3.601  3.485  3.680  3.485 
60  5.19  4.410  3.494  3.380  3.534  3.380 
Comparisons of flexural strength or modulus of rupture obtained by experimentation and that obtained from utilizing empirical looks given design codification of assorted state for both conventional concrete and GGBFS concrete is presented in the above tabular array
Graph12consequences of modulus of rupture as per different codifications for 0 % replacing of GGBFS
Graph13consequences of modulus of rupture as per different codifications for 10 % replacing of GGBFS
Graph14 consequences of modulus of rupture as per different codifications for 20 % replacing of GGBFS
Graph15 consequences of modulus of rupture as per different codifications for 30 % replacing of GGBFS
Graph16consequences of modulus of rupture as per different codifications for 40 % replacing of GGBFS
Graph17 consequences of modulus of rupture as per different codifications 50 % replacing of GGBFS
Graph18consequences of modulus of rupture as per different codifications for 60 % replacing of GGBFS
Graph19 consequences of modulus of rupture as per different codifications
From the fig it can be noticed that by experimentation measured modulus of rupture is higher than the IS456 codification, ACI:318 codification, NZS:3101 codification, EC:02 codification and Canadian codification.
The below tabular array shows the inside informations of empirical relationship between modulus of rupture V regular hexahedron compressive strength and modulus of rupture V cylinder compressive strength severally
Table 19 Constants for empirical relationship between flexural tensile strength and compressive strength in N/mm^{2}( C1 for regular hexahedron compressive strength )
Replacement of GGBFS, %  Asper Measured value, Ec  Asper IS456 codification  Asper ACI:318 codification  Asper New Zealand codification NZS:3101  Asper Euro codification EC:02 
Asper Canadian codification of pattern CSA

0  0.8340  0.6998  0.5545  0.5370  0.5846  0.5368 
10  0.8388  0.6998  0.5545  0.5365  0.5865  0.5369 
20  0.8483  0.6998  0.5545  0.5370  0.5880  0.5371 
30  0.8351  0.6998  0.5545  0.5366  0.5816  0.5366 
40  0.8240  0.6998  0.5545  0.5380  0.5706  0.5363 
50  0.8230  0.6998  0.5545  0.5367  0.5667  0.5360 
60  0.8237  0.6998  0.5545  0.5360  0.5608  0.5355 
Table20 Constants for empirical relationship between flexural tensile strength and compressive strength in N/mm^{2}( C2 for cylinder compressive strength )
Replacement of GGBFS, %  Asper Measured value, Ec  Asper IS456 codification  Asper ACI:318 codification  Asper New Zealand codification NZS:3101  Asper Euro codification EC:02 
Asper Canadian codification of pattern CSA

0  0.9330  0.7825  0.6199  0.5999  0.650  0.5999 
10  0.9378  0.7825  0.6199  0.5999  0.652  0.5999 
20  0.9485  0.7830  0.6199  0.5999  0.657  0.5999 
30  0.9336  0.7825  0.6199  0.5999  0.641  0.5999 
40  0.9190  0.7825  0.6199  0.5999  0.637  0.5999 
50  0.9158  0.7825  0.6199  0.5999  0.634  0.5999 
60  0.9209  0.7825  0.6199  0.5990  0.627  0.5990 
Based on the arrested development analysis of the by experimentation obtained trial consequences, the proposed correlativity of the flexural strength and compressive strength of cylinder and regular hexahedron for conventional and GGBFS based concrete are given below
For regular hexahedron compressive strength:
degree Fahrenheit_{R}=C_{1}degree Fahrenheit_{degree Celsiuss}
For cylinder compressive strength:
degree Fahrenheit_{R}=C_{2}degree Fahrenheit_{degree Celsiuss}^{’}
Where,
.is modulus of rupture of concrete at 28 yearss in Mpa
is the regular hexahedron compressive strength of concrete at 28 yearss Mpa.
is the cylinder compressive strength at 28 yearss in Mpa.
C_{1}, C_{2}Constants given in tabular array
Decision
Following decisions were drawn from this experimental work.
 The 7 yearss and 14days compressive strength, Tensile strength and flexural strength of GGBFS concrete is less than the apparent concrete but the 28 yearss strength of the GGBFS concrete with 20 % replacing is more than kick concrete farther the addon of GGBFS will diminish the strength.i.e optimal replacing per centum of GGBFS by weight of cement is up to 20 % .
 The by experimentation measured values of modulus of snap of GGBFS Concrete are lower as compared to Indian codification IS:4562000 and euro codification EC:02, American codification
( ACI:318 ) and New Zealand codification ( NZS:3101 ) .
 The inactive modulus of snap predicted by Indian codification IS:4562000 and euro codification EC:02 are higher than those predicted by American codification ( ACI:318 ) , New Zealand codification ( NZS:3101 ) and British codification ( BS:8110 ) .
 The by experimentation mensural modulus of snap is higher than the British codification ( BS:8110 ) and relatively lower than all other design codifications.
 The by experimentation mensural modulus of rupture is higher than the IS456 codification, ACI:318 codification, NZS:3101 codification, EC:02 codification and Canadian codification.
 The new empirical dealingss for inactive modulus of snap flexural tensile strength or.modulus of rupture and compressive strength of concrete integrating different per centum of GGBFS in apparent concrete are proposed
.
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