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JSPM?s R.S.C.O.E Civil Engineering Department
Project Report
On
HIGH STRENGTH CONCRETE
In the partial fulfilment of the requirement for
Bachelor Degree in Civil Engineering.
Submitted by-
CHANCHAL PRAKASH TIKE( B80370027)
SAILEE DINESH POTPHODE( B80370055 )
PARVATHY AJAYKUMARK ( B80370069)
NIKITA NANDKUMAR JOSHI( B80370070 )
Guided by-
Prof. V.R.PHADKE
DEPARTMENT OF CIVIL ENGINEERING
J.S.P.M?s
RajarshiShahu College Of Engineering,
Tathawade,PUNE
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JSPM?s R.S.C.O.E Civil Engineering Department
SYNOPSIS
HIGH STRENGTH CONCRETE
Trials on mortar using different permutations & combinations of the mixture of raw materials to
check the strength of it. The materials used are universal sand A (courser), B (medium), C (fine)
grade ,also Barmac sand, cement (vasavadatta 53 cement &pozzolanicportland cement ), glenium
ace 30, auramix- BASF admixture, water & mineral admixture alccofine. Initially, varying
proportions of cement & sand were casted, the best results were utilised to cast the other
combinations of with/without/varying the contents of alccofine. 7cm x 7 cm x 7 cm & 5cm x
5cm x 5cm cubes used to find crushing strength at 3, 7, & 28 days. 3 specimens used for each
test. Maximum the density, higher the strength. Hence, found density using materials like mud,
universal sand, water. Later trials on using aggregates passing through 6mm sieve & retaining on
4.75mm sieve is used to cast the other lot of combinations.
JSPM?s R.S.C.O.E, Civil Engineering Department
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LITERATURE REVIEW
HIGH STRENGTH CONCRETE High-strength concrete has a compressive strength greater than 40 MPa. High-strength
concrete is made by lowering the water-cement (W/C) ratio to 0.35 or lower. To
compensate for the reduced workability, super plasticizers are commonly added to high-
strength mixtures.
The idea to achieve high strength concrete of grade upto M120 was put up by
Mrs.JyotiBhusari of Sinhgadcollege . This was the point where we took
initiative.Mrs.JyotiBhusari used crystalline powder to achieve the goal.Crystalline
Powder Concrete (CPC) is a developing composite material that will allow the concrete
industry to optimize material use, generate economic benefits, and build structures that
are strong, durable, and sensitive to environment. The coarse aggregate becomes the
weakest link in concrete. In order to increase the compressive strength of concrete even
further, the only way is to remove the coarse aggregate. This philosophy has been
employed in Crystalline Powder Concrete (CPC). Crystalline powder is very
costly.Mineral admixtures like fly-ash, alccofine, metakaolin, marble dust, silica fumes
can also help in improving strength &impermeability.
m/s Gujarat Ambuja Cement had found that by alccofine powder, good results can be
obtained. Alccofine is a new generation, ultrafine, low calcium silicate product,
manufactured in India. It has distinct characteristics to enhance 'performance of concrete'
in fresh and hardened stages. It can be considered and used as practical substitute for
Silica Fume as per the results obtained. If the advantages of alccofineare observed in the
concrete mix design, the initial rate of strength development was found to be increased or
similar as that of Silica Fume. Alccofine powder is not only finer but also has got
hydraulic properties. Fly-ash is also has similar properties but not as good as Alccofine
powder.
First we had started with the mortar preparation by using standard sand and
cement. As all the particles are less than 5 mm it gives good flow-ability and no
honeycombing and very less voids are formed , in fact there is less need of giving
vibrations. When we use concrete all the problems mentioned above like honey combing
and voids formation get introduced. Hence instead of concrete, mortar is preferable. We
initiated the project by using 33%, 33%, 33% standard sand and varying cement content.
It was seen that the strength was not as good because of uniformity in sand hence we
opted for gap- grading of standard sand where one of the two parts had to have a drastic
change. i.e.45%,30%,25% or so.
Later, after introducing alccofine to cement mortar, first we had fixed the cement
content in cement mortar, varying the grading of standard sand. Then we kept the
standard sand grading constant and varied the cement content. The best results for the
particular standard sand grading with fixed cement and the particular cement content with
JSPM?s R.S.C.O.E, Civil Engineering Department
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fixed standard sand grading were combined. We had to see whether this mortar would
give high strength and hence we had casted the cubes for 3 days,7 days and 28 days.
Thereafter, for economy instead of standard sand, Barmac sand of same grading
was used. The rock-on-rock crushing action is used for preparation of Barmac sand which
provides perfectly shaped and textured aggregates, ready for use in high strength concrete
mixtures. The full gradation of the product allows direct application, giving higher
strength concrete and a reduction in cement content.
We used aggregates passing through 6 mm I.S sieve and retaining on 4.75 mm I.S sieve.
The reason behind this is that larger the size of aggregates lesser the cement used because
surface area is less and also the least size of reinforcement bar is 6 mm which prevents
honey-combing.
The moulds size used were 5cmx5cmx5cm and 7cmx7cmx7cm. the reason being behind
it was that 15cmx15cmx15cm moulds would need more sand, cement, aggregates. Also
as the size of aggregates was very less the former moulds were used. The load required
for 7cmx7cmx7cm is generally 5 tons, whereas for 15cmx15cmx15cm moulds usually is
32tonns for M15 concrete. This means M60 concrete would require120 tonns which
affects the machine.
It is noticed that for concrete of strength less than M20 larger the size of
aggregate, lesser the surface area & hence, with lesser quantity of cement , strength upto
M20 can be obtained. That is larger the size , less the cement content.
However, for strength higher than M20 use of large size aggregate is not
advantageous. Therefore , for pre-stressed concrete which require strength more than
M30 instead of using 20mm aggregate , use of aggregate of size less than 12.5mm is
advantageous.
Research carried out indicates that for still higher strength lesser the aggregate,
better it is.
Research has been carried out in which coarse aggregate has been eliminated &
only fine aggregate (sand) has been used. So, it says, only use of cement sand mortar has
been made, & to increase strength mineral admixture like flyash, Alccofine, silica fumes
can be made. In the project that is undertaken, attempt is made to study of effect of
Alccofine powder on compressive strength of cement.
JSPM?s R.S.C.O.E, Civil Engineering Department
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JSPM?s R.S.C.O.E Civil Engineering Department
METHODOLOGY 1. Materials :Cement(53 grade OPC, PPC) , universal sand , barmac sand ,aggregates ,
admixture (aura mix , glenium ace 30 ) mineral admixture (alccofine powder ) and
potable water .
2. Equipments :Weighing balance , moulds (50X50X50mm , 70X70X70mm) , mortar
mixer , curing tanks ,burnt oil ,tamping rod , shovel , vibrating machine , cotton
threads
3. Procedure:
Take universal sand of grade A passing 2.36 mm IS sieve and retaining 1.18 mm IS
sieve (coarse ), B passing 1.18 mm IS sieve and retaining 600 microns IS sieve
(medium), C passing 300 microns IS sieve and retaining 150 microns IS sieve (fine)
each. Weigh & mix it nicely to prepare 3 bags containing sand of the weight shown.
Similarly take fresh 53 grade vasavadatta cement and mix cement & sand suitably to
prepare 9 batches, each batch just sufficient for 3 moulds.
Pour the dry mixture in the mortar mixer or vibrating machine after mixing it thoroughly
in the bag & mix it till it attains a homogeneous form.
Adopt w/c ratio around 0.2 or 0.25 for each batch,& use suitable super plasticizer-
Glenium ace 30,, aura mix for suitable workability and flowability
27 moulds are filled and tamped by tamping rod , to make finished surface cotton threads
and shovel are used and are given trial mix numbers .
The above moulds are cured for 3 days , 7 days , 28 days as required in curing tank .
After the required curing period, testing is done in compression machine
FUTURE SCOPE
Extensive experimentation is to be carried out w.r.t to the strengths.
Further experiments have to be carried out by increasing aggregate sizes
Time as a constraint.
Non availability of required moulds.
Non availability of required sand.
As all the requirements couldn?t be achieved, remaining work would be done by the
future batches.
JSPM?s R.S.C.O.E, Civil Engineering Department
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INDEX
Chapter
No.
Description Page no.
1 Methodology & investigation for trial 1 1-5
2 Methodology & investigation for trial 2 6-9
3 Methodology & investigation for trial 3 10-14
4 Methodology & investigation for trial 4 15-19
5 Methodology & investigation for trial 5 20-23
6 Methodology & investigation for trial 6 24-27
7 Methodology & investigation for trial 7 28-31
8 Methodology & investigation for trial 8 32-35
9 Methodology & investigation for trial 9 36-41
10 Methodology & investigation for trial 10 42-47
11 Methodology & investigation for trial 11 48-52
12 Methodology & investigation for trial 12 53-57
13 Comparative Graphs of trial 9,10,11,12. 58-66
JSPM?s R.S.C.O.E, Civil Engineering Department
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List of Tables
Table No. Nameof table
Chapter 1
1.1 Trial no.1
1.2 Explanation of graph 1.1
Chapter 2
2.1 Trial no.2
2.2 Explanation of graph 2.1
Chapter 3
3.1 Trial no.3
3.2 Explanation of graph 3.1
Chapter 4
4.1 Trial no.4
4.2 Explanation of graph 4.1
Chapter 5
5.1 Trial no.5
5.2 Explanation of graph 5.1
Chapter 6
6.1 Trial no.6
6.2 Explanation of graph 6.1
Chapter 7
7.1 Trial no.7
7.2 Explanation of graph 7.1
Chapter 8
8.1 Trial no.8
8.2 Explanation of graph 8.1
Chapter 9
9.1 Trial no.9
9.2 Explanation of graph 9.1
Chapter 10
10.1 Trial no.10
10.2 Explanation of graph 10.1
Chapter 11
11.1 Trial no.11
11.2 Explanation of graph 11.1
Chapter 12
12.1 Trial no.12
12.2 Explanation of graph 12.1
JSPM?s R.S.C.O.E, Civil Engineering Department
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List of Figures
Figure No. Name of Figure
1.1 Grades of standard sand
2.1 Weighing machine
2.2 Dry mixes
3.1 Filling of mouds
3.2 Trial dry mixes
3.3 Ready moulds to keep for curing
3.4 Compression testing machine
3.5 Mixing procedure
3.6 Removed mould
4.1 Vibrator machine
4.2 Humidity chamber
4.3 Mortar mixer
5.1 Curing tank
5.2 Prepared moulds
5.3 moulds
6.1 Mortar mixer
6.2 Giving identification marls
6.3 Admixture
6.4 Moulds prepared for testing
7.1 Dry mortar mix
7.2 Wet mortar mix
7.3 Digital load indicator
8.1 Soft ordinary soil
8.2 Trays for weighing soil
8.3 Sieving of soil
JSPM?s R.S.C.O.E, Civil Engineering Department
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8.4 Mixture of soil and standard sand
8.5 Moulds ready for density test
9.1 Coarse barmacsand
9.2 Mediumbarmacsand
9.3 Fine barmac sand
9.4 River aggregates
10.1 Sieve analysis
10.2 Crushed aggregate
10.3 Standard sand
11.1 Barmac sand moulds
11.2 Moulds after testing
12.1 Moulds of barmacsand
12.2 Moulds of barmacsand
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JSPM?s R.S.C.O.E Civil Engineering Department
List of Graphs
Sr.No. Title
Chapter 1
1.1 Trial Mix vs Stress
Chapter 2
2.1 Trial Mix vs Stress
Chapter 3
3.1 Trial Mix vs Stress
Chapter 4
4.1 Trial Mix vs Stress
Chapter 5
5.1 Trial Mix vs Stress
Chapter 6
6.1 Trial Mix vs Stress
Chapter 7
7.1 Trial Mix vs Stress
Chapter 8
8.1 Trial Mix vs Density
Chapter 9
9.1 Trial Mix vs Stress
Chapter 10
10.1 Trial Mix vs Stress
Chapter 11
11.1 Trial Mix vs Stress
Chapter 12
12.1 Trial Mix vs Stress
Chapter 13
13.1 Trial Mix vs Stress
13.2 Trial Mix vs Stress
13.3 Trial Mix vs Stress
13.4 Trial Mix vs Stress
13.5 Trial Mix vs Stress
13.6 Trial Mix vs Stress
13.7 Trial Mix vs Stress
13.8 Trial Mix vs Stress
JSPM?s R.S.C.O.E, Civil Engineering Department
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JSPM?s R.S.C.O.E Civil Engineering Department
INTRODUCTION
The idea to achieve high strength concrete of grade upto M120 was put up by
Mrs.JyotiBhusari of Sinhgad college.Mrs.JyotiBhusariused crystalline powder to achieve
the goal . The aim is to achieve high strength concrete of grade between M80 to M120 by
using standard sand and barmac sand as crystalline powder is very expensive. Alccofine
powder as recommended by Gujarat Ambuja Cement is used as mineral admixture.
The following questions are been answered in the respective chapters
• Chapter 1:
1. From where is alccofine powder obtained ?
2. Why have sample A and sample B failed ?
3. why has sample F and sample J failed ?
4. What is the effect of varying cement content and cement:sand ratio and keeping the
grading of sand equal ?
• Chapter 2:
1. Why is sample E carried for trial 2 ?
2. What is the effect of varying sand grading and keeping cement content constant ?
3. How is grading considered ?
4. What are the conclusions ?
• Chapter 3:
1. Why are sample 7 and sample 8 used ?
2. What is the purpose of using sample C ,sample D and sample E ?
• Chapter 4:
1. Is there any effect of adding alccofine in samples C , D and E?
• Chapter 5:
1. Is there any effect of adding alccofine in samples C7 , D7 and E7 ?
• Chapter 6:
JSPM?s R.S.C.O.E, Civil Engineering Department
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1. Is there any effect of adding alccofine in samples C8 , D8 and E8?
• Chapter 7 :
1. What is the aim behind opting samples D7 ,D8 ,DA1 ,DA2 , DA3 ,CA3 and EA3 ?
2. Why is alccofine of higher percentage is eliminated (6%) ?
3. Why are the strengths of samples more like D7, D8 which have alccofine eliminated in
different gradings ?
4. Why are the strengths of samples more like DA1 ,DA2 , DA3 ,CA3 and EA3 which have
alccofine with same gradings more ?
• Chapter 8:
1. What is the procedure adopted to find density of aggregate ?
2. What is the need to find density of aggregates ?
3. What are the best results ?
• Chapter 9 and Chapter 10 :
1. Why is samples E8 ,F8 and H8 used for the trial ?
2. Why are aggregates of sizes 4.75mm to 6 mm used ?
3. How is the aggregate content considered ?
• Chapter 11 and Chapter 12 :
1. How are the sizes of barmac sand fixed ?
2. What are the results of barmacsand ?
3. Is the goal achieved ?if yes/no Give reason .
Chapter 13:
1. Which sand between universal &barmac sand would give higher strength?
2. Which proportion would give the same ?
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ACKNOWLEDGEMENT
Research or study of project is of great importance in one?s life because this is an overall
application of the knowledge of one?s mind. So, we are now satisfied with our step of completing
the researchonour project i.e.
? HIGH STRENGTH CONCRETE ?
We are thankful to our respected Principal Prof. Dr.D.S.Bormane and we take this
opportunity to express a deep sense of gratitude to Prof. A.R.Deshmukh , Head of Department,
JSPM?s RajarshiShahu College Of Engineering, Tathawade, for his cordial support, valuable
information and guidance, which helped us in completing this task through various stages.
We take this opportunity to express our profound gratitude and deep regards to our guide
Prof. V.R.Phadke, for his exemplary guidance, monitoring and constant encouragement
throughout the course of this project work. The help and guidance given by him time to time
shall carry a long way in the journey of life on which we are about to embark.
We are obliged to teaching & non-teaching staff members of JSPM?s RajarshiShahu
College Of Engineering, Tathawade, Durocrete - Mr.VishwasKulkarni and Mr.UjwalKunte ,
CDC ? Mr Ravi Ranade, Mrs. Bhaktifor making casting and testing facility available for free,
HCC- Mr.Dharmadhikari, Gujarat ambuja cement - Mr. C.M. Dordi, HCC (Drydock) - Mr.
Ray, Prof. JyotiBhusari (Sinhagad college), Mr.PrakashKudache for making alcofine
available , Mr.Gopichand of BASF for supplying admixture Glenium ace 30 , admixture ,
Mr.Dongre of CSRL for making testing facility free of cost, Mr.Hemant Joshi for making
available crusher sand . We are grateful for their co-operation during the period of our project.
Lastly, we thank Almighty, our parents, brothers, sisters and friends for their constant
encouragement without which this project would not be possible.
THANK YOU!
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CHAPTER 1.METHODOLOGY AND INVESTIGATION FOR TRIAL- 1
Initially, experiments are carried out to find out which cement:sand ratio will give higher
strength. For this purpose, we have used universal sand with all the three gradings with equal
proportions (33%, 33%, 33%). Cement mortar ratio is varied from 1:0.45 to 1:1.65 . For this
purpose we have used, moulds of 5 cm x 5 cm x 5 cm, and the procedure and calculations
adopted areas follows --
Volume of 1 mould of size 5cmx5cmx5cm = 125 cc.
Hence, volume of 3 moulds for each batch = 125 x 3 = 375 cc.
Weight of dry mortar in 3 moulds = density x volume
(Density ranges between 2.1 to 2.4gm/cc)
Weight of dry mortar in 3 moulds = 2.1 x 375 = 787.5 gms.
Similarly, for density of 2.2, 2.3, 2.4 weight is 825, 862.5, 900 gms, respectively.
Assume weight of dry mortar = 2400 gms
Distribution of 2400 gms of mixture of cement and sand will be in the range of --
1 part of cement to 0.45 parts of sand .(A)
1 part of cement to 0.6 parts of sand.(B)
1 part of cement to 0.75 parts of sand.(C)
1 part of cement to 0.90 parts of sand.(D)
1 part of cement to 1.05 parts of sand.(E)
1 part of cemen1 to 1.20 parts of sand t.(F)
1 part of cement to 1.35 parts of sand.(G)
1 part of cement to 1.50 parts of sand .(H)
1 part of cement to 1.65 parts of sand.(J)
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By varying the cement content and keeping sand content fixed, following batches are made.
A - weight of cement is 1655 gms and weight of sand is745 gms.
(0.45/(1+0.45)) x 2400 = 745 i.e weight of sand.
240 - 745 = 1655 gmsi.e weight of cement.
Similarly,
B - weight of cement is 1500 gms and weight of sand is 900 gms
For C - weight of cement is 1370 gms and weight of sand is 1030 gms
For D - weight of cement is 1260 gms and weight of sand is 1140 gms
For E - weight of cement is 1170 gms and weight of sand is 1230 gms
For F - weight of cement is 1090 gms and weight of sand is 1310 gms
For G - weight of cement is 1020 gms and weight of sand is 1380 gms
For H - weight of cement is 960 gms and weight of sand is 1440 gms
For J - weight of cement is 900 gms and weight of sand is 1500 gms
Since, it is initial trial, it was cured for 3 days only. Further trials will be carried out on
the mixes for 7 & 28 days, will give higher strength.
Fig. 1.1: Grades of standard sand
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JSPM?s R.S.C.O.E Civil Engineering Department
TRIAL NO. 1
Date of casting ? 11/12/13 Date of testing ? 14/12/13
Curing for ? 3 days.
%C = % of coarse sand %F = % of fine sand
%M = % of medium sand %A = % of admixture
Mor-tar Mix
Trial Mix No.
Cem- ent
(gms)
%C
%M %F % W/C Ratio
Wt. of cube (gms)
Load at failure ( kN )
Avg. Wt. in (gms)
Avg. Density
In (gm/cc)
Avg. load
at failure ( kN )
Avg. stress
at failure (kg/cm²)
A1 -- -- -- -- -- --
1:0.45 A2 551.6 33% 33% 33% 25% -- -- -- -- -- --
A3 -- -- -- -- -- --
B1 -- -- -- -- -- --
1:0.6 B2 500 33% 33% 33% 25% -- -- -- -- -- --
B3 -- -- -- -- -- --
C1 289 29.1
1:0.75 C2 456.6 33% 33% 33% 25% 286.5 34.8 288.83 2.31 32.06 12.82
C3 291 32.3
D1 273.5 1.8
1:0.9 D2 420 33% 33% 33% 32% 277 2.3 276 2.2 1.9 0.75
D3 277.5 1.6
E1 276 156.8
1:1 E2 390 33% 33% 33% 34% 289 97.2 280.66 2.24 129.1 51.64
E3 277 133.3
F1 -- -- -- -- -- --
1:1.2 F2 363.3 33% 33% 33% 31% -- -- -- -- -- --
F3 -- -- -- -- -- --
G1 289 7
1:1.35 G2 340 33% 33% 33% 31% 290 6 289.33 2.31 6.6 2.6
G3 289 7
H1 288 92.7
1:1.50 H2 320 33% 33% 33% 29% 286 80 284 2.27 80.66 32.26
H3 278 69.3
J1 -- -- -- -- -- --
1:1.65 J2 300 33% 33% 33% 31% -- -- -- -- -- --
J3 -- -- -- -- -- --
Table 1.1varying the cement content and keeping sand content fixed
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Graph 1.1varying the cement content and keeping sand content fixed
Table 1.2 Explanation of graph 1.1
0
10
20
30
40
50
60
70
A B C D E F G H J
Stre
ss (
kg/c
m²)
Trial Mix
CUBE 1
CUBE 2
CUBE 3
Average
Trial Mix A B C D E F G H J
Mortar
Mix
1:0.45 1:0.60 1:0.75 1:0.9 1:1 1:1.2 1:1.35 1:1.50 1:1.65
C 33% 33% 33% 33% 33% 33% 33% 33% 33%
M 33% 33% 33% 33% 33% 33% 33% 33% 33%
F 33% 33% 33% 33% 33% 33% 33% 33% 33%
W/C
used
0.25 0.25 0.25 0.32 0.34 0.31 0.31 0.29 0.31
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CONCLUSIONS
a) While casting the cubes itself for trials A (1:0.45) & B (1:0.60) , it was noticed that the
cement content in these mixes is too high and the cubes couldn?t be prepared . Hence, it
is not advisable to have such high quantity of cement in the cubes.
b) The graph consists of C (1:0.75), D (1:0.9), & E (1:1), as an increasing or rising chart,
which shows that if used further, will give better results.
c) In case of confirmation for D(1:0.9), which showed lower results in the graph, it will be
repeated in trial 2 along with C(1:0.75) & E(1:1).
d) As H (1:1.50) has also shown better results,it will be used for further trials.
e) F (1:1.2) & J (1:1.65) is to be eliminated due to excessive cracks.
f) G (1:0.9) shows indifferent results as compared to others.
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CHAPTER 2.METHODOLOGY AND INVESTIGATION FOR TRIAL ? 2
Now, varying sand grading and keeping cement content fixed, the following batches are made
consisting of 1230 gms sand and 1170gms of cement in a mixture of 2400gms of dry mortar --
1-contains coarse sand 33% , medium sand 33% and fine sand 33%
2-contains coarse sand 39% , medium sand 30% and fine sand 31%
3-contains coarse sand 39% , medium sand 33% and fine sand 28%
4-contains coarse sand 39% , medium sand 36% and fine sand 25%
5-contains coarse sand 45% , medium sand 25% and fine sand 30%
6-contains coarse sand 45% , medium sand 27% and fine sand 28%
7-contains coarse sand 45% , medium sand 30% and fine sand 25%
8-contains coarse sand 50% , medium sand 19% and fine sand 31%
9-contains coarse sand 50% , medium sand 22% and fine sand 28%
Fig. 2.1: Weighing machine
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TRIAL NO.2
Date of casting ? 14/12/13 Date of testing ? 17/12/13
Curing for ? 3 days.
%C = % of coarse sand%M = % of medium sand
%F = % of fine sand%A = % of admixture
Trial Mix No.
Cem- ent
(gms)
%C
%M %F % W/C Ratio
% of A
Wt. of
cube (gms)
Load at failure ( kN )
Avg. Wt. in (gms)
Avg. Density
In (gm/cc)
Avg. load at failure
( kN )
Avg. stress at failure
(kg/cm²)
1? 276.5 10.6
1?? 390 33% 33% 33% 39% 1% 288 10.6 284.16 2.27 10 4
1??? 288 8.8
2? 282 12.6
2?? 390 39% 30% 31% 37% 1% 280.5 15.1 281.5 2.2 14.23 5.7
2??? 282 15.0
3? -- --
3?? 390 39% 33% 28% 37% 1% -- -- 297.5 2.38 -- --
3??? 297.5 --
4? 284 79
4?? 390 39% 36% 25% 37% 1% 280 4.2 280.83 2.24 29.2 2.2
4??? 278.5 4.4
5? 286 33.7
5?? 390 45% 25% 30% 34% 1% 291 40.5 286.5 2.29 36.1 14.44
5??? 282.5 34.1
6? 281 15.3
6?? 390 45% 27% 28% 36% 1% 281.5 11.1 281.83 2.25 13.56 5.42
6??? 283 14.3
7? 280.5 38.4
7?? 390 45% 30% 25% 37% 1% 294 48.2 285.16 2.28 42.23 17.49
7??? 281 40.1
8? 285 44.6
8?? 390 50% 19% 31% 37% 1% 284.5 40.7 286.96 2.29 42.96 17.18
8??? 289 43.6
9? -- --
9?? 390 50% 22% 28% 38% 1% -- -- -- -- -- --
9??? -- --
Table 2.1varying sand grading and keeping cement content fixed
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JSPM?s R.S.C.O.E Civil Engineering Department
Graph 2.1varying sand grading and keeping cement content fixed
Table2.2 Explanation of graph 2.1
0
5
10
15
20
25
1 2 3 4 5 6 7 8 9
Stre
ss (
kg/c
m²)
Trial Mix
CUBE 1
CUBE 2
CUBE 3
Average
Trial
Mix
1 2 3 4 5 6 7 8 9
Mortar
Mix
1:1 1:1 1:1 1:1 1:1 1:1 1:1 1:1 1:1
C 33% 39% 39% 39% 45% 45% 45% 50% 50%
M 33% 30% 33% 36% 25% 27% 30% 19% 22%
F 33% 31% 28% 25% 30% 28% 25% 31% 28%
W/C
used
0.39 0.37 0.37 0.37 0.34 0.36 0.37 0.37 0.38
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JSPM?s R.S.C.O.E Civil Engineering Department
CONCLUSIONS
a) From the graph it is noted that, 7 (45%,30%, 25%) & 8 ( 50%, 19%, 31%) are giving best
and consistent results. Hence, will be used for further tests.
b) Effect of variation in grading of standard sand on compression strength, at the age of 3
days, is observed as the strength increases with increase in coarse sand and decrease in
medium and fine sand.
c) Mortar mix 3 (39%, 33%, 28%) and 9 (50%, 225, 28%), got washed out.
d) There should be large difference between percentage of coarse and medium sand , 33%,
33%,33% is not a suitable proportion.
e) Gap grading is necessary, hence the variations in grading of sand is required.
Fig. 2.2: Dry mixes (trial mixes 2,3 and4)
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JSPM?s R.S.C.O.E Civil Engineering Department
CHAPTER 3.METHODOLOGY AND INVESTIGATION FOR TRIAL- 3
From trial 1, it is found that the results of C (1:0.75), D (1:0.9) and E (1:1) were best and from
trial 2 it was seen that 7 (45%,30%,25%) & 8 (50%, 19%, 31%) were best. But for confirmation,
we again tested cubes for batches C, D and E. Hence, 7 & 8 with C, D and E combinations and
results were found:
Keeping same cement content and using different grading:
C7 - contains coarse sand 45% , medium sand 30% and fine sand 25%
D7 - contains coarse sand 45% , medium sand 30% and fine sand 25%
E7 - contains coarse sand 45% , medium sand 30% and fine sand 25%
C8 - contains coarse sand 50% , medium sand 19% and fine sand 31%
D8 - contains coarse sand 50% , medium sand 19% and fine sand 31%
E8 - contains coarse sand 50% , medium sand 19% and fine sand 31%
Fig.3.1: Fillingofmoulds
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Fig.3.2: Trial dry mixes( C , D and E)
Fig. 3.3: Ready moulds to keep for curing
Fig. 3.4: Compression Testing Machine(CTM)
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JSPM?s R.S.C.O.E Civil Engineering Department
TRIAL NO.3
Date of casting ? 20/12/13 Date of testing ? 27 /12/13
Curing for ? 7 days.
%C = % of coarse sand%M = % of medium sand
%F = % of fine sand%A = % of admixture
Trial Mix No.
Cem- ent
(gms)
%C
%M %F % W/C Ratio
% of A
Wt. of
cube (gms)
Load at failure ( kN )
Avg. Wt. in (gms)
Avg. Density
In (gm/cc)
Avg. load at failure
( kN )
Avg. stress at failure
(kg/cm²)
C201 290 156.4
C202 480 33% 33% 33% 25% 1% 281 198.2 222.11 1.7 165.46 66.18
C203 286 141.8
D201 288 183.1
D202 442 33% 33% 33% 25% 1% 284 167.1 284.33 2.27 165.66 66.25
D203 281 146.8
E201 291 120.2
E202 420 33% 33% 33% 25% 1% 290 134.5 290 2.32 105.30 58.12
E203 289 181.2
C7201 296 123.7
C7202 480 45% 30% 25% 25% 1% 294 125 294.33 2.35 138.86 55.49
C7203 293 167.9
D7201 295 214.5
D7202 442 45% 30% 25% 25% 1% 296 201.2 297 2.37 213.13 89.25
D7203 300 223.7
E7201 290 134.2
E7202 420 45% 30% 25% 25% 1% 287 213.5 290.66 2.32 181.76 54.74
E7203 295 197.6
C8201 286 193
C8202 480 50% 19% 31% 25% 1% 287 194 288.66 2.3 193.5 61.4
C8203 293 --
D8201 284 181.6
D8202 442 50% 19% 31% 25% 1% 282 208.3 282.66 2.26 203.93 79.90
D8203 282 221.9
E8201 286 187.7
E8202 420 50% 19% 31% 25% 1% 291 169 289.33 2.31 146.93 58.77
E203 291 84.1
Table 3.1 Trials on samples C ,D, E (for confirmation) and trials combining samples C , D, E and samples
7 & 8
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Graph 3.1 Trials on samples C ,D, E (for confirmation) and trials combining samples C , D, E and
samples 7 & 8
Trial
Mix
C20 D20 E20 C720 D720 E720 C820 D820 E820
Mortar
Mix
1:0.75 1:09 1:1 1:0.75 1:09 1:1 1:0.75 1:09 1:1
C 33% 33% 33% 45% 45% 45% 50% 50% 50%
M 33% 33% 33% 30% 30% 30% 19% 19% 19%
F 33% 33% 33% 25% 25% 25% 31% 31% 31%
W/C
used
0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25
Table 3.2 Explanation of graph 3.1
0
20
40
60
80
100St
ress
(kg
/cm
²)
Trial Mix
CUBE 1
CUBE 2
CUBE 3
Average
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CONCLUSIONS
a) From the 7 days strength results, it is noticed that average strength for C, D & E is 66.18
kg/cm², 66.25 kg/cm², 58.12 kg/cm².
b) When the trials are carried out, by changing grading of sand, to 45%, 30%, 25% (7) , the
average strength of 3 cubes respectively are 55.49 kg/cm² ( C ), 89.25 kg/cm² ( D ), 54.74
kg/cm² ( E ).
c) When the grading of sand is 55%, 19%, 31% (8) is used, the results obtained are
61.14kg/cm² ( C ), 79.9 kg/cm² ( D ), 58.77 kg/cm² ( E ).
d) From this it can easily concluded that, when the percentage of sand, is 33%, 33%, 33% ,
it gives low results , and it gives high results for trial 7 & 8.
e) Hence, gap grading is necessary.
Fig. 3.5: Mixing procedure with shovels
Fig. 3.6: Removed mould from vibrator machine
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JSPM?s R.S.C.O.E Civil Engineering Department
CHAPTER 4. METHODOLOGY AND INVESTIGATION FOR TRIAL- 4
To find the effect of alccofine on the compressive strength , experiments have been carried out
on universal sand for 7 days. Gujarat Ambuja Cement had found that by using alccofine powder
in mortar voids will completely be filled and good results can be obtained. Hence, used alccofine
powder with trial 3 combinations.Alccofine powder using 3% , 4.5% and 6% by weight of
cement were used with trial 3 combinatins C, D and E.
Fig. 4.1: Vibrator machine
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Fig. 4.2: Humidity chamber( moulds are placed here for 1 day before curing)
Fig. 4.3: Mortar Mixer
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TRIAL NO.4
Date of casting ? 21/12/13 Date of testing ? 28 /12/13
Curing for ? 7 days.
%C = % of coarse sand %M = % of medium sand
%F = % of fine sand %Ad = % of admixture
%Al = % of alccofine
Trial Mix No.
Cem- ent
(gms)
%Al %C
%M %F % W/C Ratio
% of Ad
Wt. of
cube (gms)
Load at failure ( kN )
Avg. Wt. in (gms)
Avg. Density
In (gm/cc)
Avg. load at failure
( kN )
Avg. stress at failure
(kg/cm²)
CA11 284 189
CA12 465.5 3% 33% 33% 33% 25% 1% 288 164.4 284.66 2.27 197.1 78.85
CA13 282 138
DA11 285 192
DA12 428.7 3% 33% 33% 33% 25% 1% 285 220 286.33 2.29 216 86.4
DA13 289 230
EA11 282 241
EA12 407.4 3% 33% 33% 33% 25% 1% 283 149 284.66 2.27 189 75.8
EA13 289 179
CA21 282 236.4
CA22 458.4 4.5% 33% 33% 33% 25% 1% 291 115.6 290 2.32 191.3 76.5
CA23 291 222
DA21 286 251
DA22 422.1 4.5% 33% 33% 33% 25% 1% 282 215 285.3 2.28 228.3 92.1
DA23 288 219
EA21 277 233
EA22 401.1 4.5% 33% 33% 33% 25% 1% 289 261 284.66 2.27 186.3 74.5
EA23 288 165
CA31 289 195
CA32 451.2 6% 33% 33% 33% 25% 1% 296 224 292.33 2.33 225.6 90.2
CA33 292 258
DA31 291 258.7
DA32 415.5 6% 33% 33% 33% 25% 1% 300 267.4 294.66 2.35 224.5 89.8
DA33 293 247.4
EA31 298 215
EA32 394.8 6% 33% 33% 33% 26% 1% 295 252 298.66 2.38 266.3 82.53
EA33 303 152
Table 4.1 Effect of alccofine on samples C, D and E
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Graph 4.1Effect of alccofine on samples C, D and E
Table 4.2 Explanation of graph 4.1
0
20
40
60
80
100
120
CA1 DA1 EA1 CA2 DA2 EA2 CA3 DA3 EA3
Stre
ss (
kg/c
m²)
Trial Mix
CUBE 1
CUBE 2
CUBE 3
Average
Trial
Mix
CA1 DA1 EA1 CA2 DA2 EA2 CA3 DA3 EA3
Mortar
Mix
1:0.75 1:09 1:1 1:0.75 1:09 1:1 1:0.75 1:09 1:1
C 33% 33% 33% 33% 33% 33% 33% 33% 33%
M 33% 33% 33% 33% 33% 33% 33% 33% 33%
F 33% 33% 33% 33% 33% 33% 33% 33% 33%
Alco 3% 3% 3% 4.5% 4.5% 4.5% 6% 6% 6%
W/C
used
0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.26
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JSPM?s R.S.C.O.E Civil Engineering Department
Graph 4.2 Effect on the varying percentage of alccofine
CONCLUSION
a) From the graph, it is observed that , as the percentage of Alccofine increases, the strength
increases.
b) Here onwards, experiments are carried out 3%, 4.5% & 6% Alccofine for trial 7 ( C7, D7,
E7)
c) Similarly, it is used for trial n8, i.e, C8, D8, E8.
d) Effect of Alccofine on compression strength is observed & a final conclusion is drawn
from trials 7 & 8.
0
10
20
30
40
50
60
70
80
90
100
0% 3% 6%
Stre
ss (
kg/c
m²)
Alcofine content
Trial C
Trial D
Trial E
4.5%
Page 33
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JSPM?s R.S.C.O.E Civil Engineering Department
CHAPTER 5.METHODOLOGY AND INVESTIGATION FOR TRIAL- 5
Alccofine powder using 3% , 4.5% and 6% by weight of cement were used with trial 3
combinatins C7, D7and E7.
Fig.5.1: Curing Tank (maintained at 67 degree celcius)
Fig.5.2: Prepared moulds
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JSPM?s R.S.C.O.E Civil Engineering Department
TRIAL NO.5
Date of casting ? 24/12/13 Date of testing ? 2/1/14
Curing for ? 7 days.
%C = % of coarse sand%M = % of medium sand
%F = % of fine sand%Ad = % of admixture
%Al = % of alccofine
Trial Mix No.
Cem- ent
(gms)
%Al %C
%M %F % W/C Ratio
% of Ad
Wt. of cube (gms)
Load at
failure ( kN )
Avg. Wt. in
(gms)
Avg. Density
In (gm/cc)
Avg. load
at failure ( kN )
Avg. stress
at failure (kg/cm²)
CA71.1 813 389.7
CA71.2 1263.9 3% 45% 30% 25% 28% 1% 816 359 812.8 2.37 372.7 74.5
CA71.3 809.5 369.6
DA71.1 710.5 52.8
DA71.2 1152.3 3% 45% 30% 25% 27% 1% 780.5 297.5 769.8 2.24 222.8 44.5
DA71.3 818.5 318.1
EA71.1 820 359.5
EA71.2 1105.8 3% 45% 30% 25% 25% 1% 818.5 297.1 798.1 2.33 273.3 54.6
EA71.3 756 163.2
CA72.1 794 255.9
CA72.2 1244.3 4.5% 45% 30% 25% 27% 1% 771.5 339.3 787.3 2.3 267.3 53.4
CA72.3 796.5 206.9
DA72.1 807 336.5
DA72.2 1134.5 4.5% 45% 30% 25% 26% 1% 804.5 313.4 798 2.32 303.9 60.8
DA72.3 782.5 261.9
EA72.1 820.5 310
EA72.2 1088.7 4.5% 45% 30% 25% 27% 1% 808.5 245.7 814.3 2.3 271 54.2
EA72.3 814 257.3
CA73.1 815.5 257.2
CA73.2 1224.8 6% 45% 30% 25% 29% 1% 787.5 290.8 803.3 2.3 295.6 59.1
CA73.3 807 339
DA73.1 805.5 274.4
DA73.2 1116.7 6% 45% 30% 25% 27% 1% 807 220.9 809 2.3 238.7 47.7
DA73.3 814.5 220.9
EA73.1 819 312.9
EA73.2 1071.6 6% 45% 30% 25% 28% 1% 817 323.4 810.8 2.3 295.7 59.1
EA73.3 796.5 250.8
Table 5.1 Effect of alccofine on samples C7, D7 and E8
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Graph 5.1 Effect of alccofine on samples C7, D7 and E8
Trial
Mix
CA71 DA71 EA71 CA72 DA72 EA72 CA73 DA73 EA73
Mortar
Mix
1:0.75 1:09 1:1 1:0.75 1:09 1:1 1:0.75 1:09 1:1
C 45% 45% 45% 45% 45% 45% 45% 45% 45%
M 30% 30% 30% 30% 30% 30% 30% 30% 30%
F 25% 25% 25% 25% 25% 25% 25% 25% 25%
Alco 3% 3% 3% 4.5% 4.5% 4.5% 6% 6% 6%
W/C
used
0.28 0.27 0.25 0.27 0.26 0.27 0.29 0.27 0.28
Table 5.2 Explanation of graph 5.1
0
20
40
60
80
100
120
CA71 DA71 EA71 CA72 DA72 EA72 CA73 DA73 EA73
Stre
ss (
kg/c
m²)
Trial mix
CUBE 1
CUBE 2
CUBE 3
Average
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JSPM?s R.S.C.O.E Civil Engineering Department
CONCLUSION
a) When 0% Alccofine is used, i.e, without Alccofine, trial 7 & 8 were best.
b) Using Alccofine, 33%, 33%, 33% grading is best.
c) Alccofine is percentage by weight of cement. When the quantity of cement decreases, strength
decreases. Hence, 6% Alccofine gives low results.
d) Alccofinewith higher percentage by weight of cement i.e 6%, is not good. Hence, 3% & 4.5%
are used for future experiments.
e) If Alccofine is not used, best results are obtained if grading is chosen properly. However, this is
required to be verified by carrying more number of trials.
Fig. 5.3: Moulds
Page 37
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JSPM?s R.S.C.O.E Civil Engineering Department
CHAPTER 6.METHODOLOGY AND INVESTIGATION FOR TRIAL- 6
Alccofine powder using 3% , 4.5% and 6% by weight of cement were used with trial 3
combinatins C8, D8 and E8.
Fig 6.1:Mortar Mixer
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JSPM?s R.S.C.O.E Civil Engineering Department
Fig 6.2: Giving identification marks to moulds
TRIAL NO.6
Date of casting ? 27/12/13(18), 2/1/14(9) Date of testing ? 2/1/14(18), 9/1/14(9)
Curing for ? 7 days.
%C = % of coarse sand%M = % of medium sand
%F = % of fine sand%Ad = % of admixture
%Al = % of alccofine
Trial Mix No.
Cem- ent
(gms)
%Al %C
%M %F % W/C Ratio
% of Ad
Wt. of
cube (gms)
Load at
failure ( kN )
Avg. Wt. in
(gms)
Avg. Density
In (gm/cc)
Avg. load
at failure ( kN )
Avg. stress
at failure (kg/cm²)
CA81.1 800.5 250.8
CA81.2 1263.9 3% 50% 19% 31% 26% 0.8% 786 260.4 787.6 2.3 242.7 48.54
CA81.3 776.5 216.9
DA81.1 813.5 225.2
DA81.2 1164 3% 50% 19% 31% 25% 08% 804.5 232.9 811.8 2.36 249.4 49.89
DA81.3 817.5 290.1
EA81.1 812.5 309.6
EA81.2 1105.8 3% 50% 19% 31% 28% 0.8% 811.5 322.7 815.3 2.37 273.1 54.63
EA81.3 822 187
CA82.1 797 233.6
CA82.2 1244.3 4.5% 50% 19% 31% 25% 0.8% 800.5 310.8 803.8 2.34 282.3 56.48
CA82.3 814 302.7
DA82.1 809 299.7
DA82.2 1146 4.5% 50% 19% 31% 25% 0.8% 802.5 318.9 804.8 2.35 291.8 58.48
DA82.3 803 256.8
EA82.1 818.0 286.4
EA82.2 1088.7 4.5% 50% 19% 31% 25% 0.8% 813 321.6 813.6 2.37 316.8 63.56
EA82.3 810 342.3
CA83.1 815 299.6
CA83.2 1224.8 6% 50% 19% 31% 25% 0.8% 812.5 355.9 810.3 2.36 315.9 63.1
CA83.3 803.5 292.2
DA83.1 814 345.6
DA83.2 1128 6% 50% 19% 31% 25% 0.8% 818.5 256.7 816.6 2.38 302.1 60.42
DA83.3 817.5 304.1
EA83.1 810 310.5
EA83.2 1071.6 6% 50% 19% 31% 25% 0.8% 808 263.6 805.6 2.35 257.4 55.07
EA83.3 799 252.1
Table 6.1 Effect of alcccofine on samples C8, D8 and E8
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Graph 6.1Effect of alcccofine on samples C8, D8 and E8
Table 6.2 Explanation of graph 6 .1
0
10
20
30
40
50
60
70
80
CA81 DA81 EA81 CA82 DA82 EA82 CA83 DA83 EA83
Stre
ss(k
g/cm
²)
Trial mix
CUBE 1
CUBE 2
CUBE 3
Average
Trial
Mix
CA81 DA81 EA81 CA82 DA82 EA82 CA83 DA83 EA83
Mortar
Mix
1:0.75 1:09 1:1 1:0.75 1:09 1:1 1:0.75 1:09 1:1
C 50% 50% 50% 50% 50% 50% 50% 50% 50%
M 19% 19% 19% 19% 19% 19% 19% 19% 19%
F 31% 31% 31% 31% 31% 31% 31% 31% 31%
Alco 3% 3% 3% 4.5% 4.5% 4.5% 6% 6% 6%
W/C
used
0.26 0.25 0.28 0.25 0.25 0.25 0.25 0.25 0.25
Page 40
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JSPM?s R.S.C.O.E Civil Engineering Department
CONCLUSIONS
a) As the percentage of Alccofine increases, there is increase in the compressive strength. But,
when 6% Alccofine is used, average strength decreases.
b) Hence, it can be concluded that, up to a certain point, strength increases with increase in
percentage of Alccofine and after that, it goes on decreasing.
Fig 6.3: Admixture
Fig 6.4: Moulds prepared for testing
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JSPM?s R.S.C.O.E Civil Engineering Department
CHAPTER 7.METHODOLOGY AND INVESTIGATION FOR TRIAL- 7
From results of trials 3 and 4 , it is seen that strengths of trial mixes D7 ,D8 , DA1 , DA2
,CA3 and EA3 are above 80 MPa . Hence, for conformation above trial mixes are again
tested for their strengths .
Fig 7.1: Dry mortar mix
Fig 7.2: Wet mortar mix
Page 42
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High Strength Concrete Page - 42 -
JSPM?s R.S.C.O.E Civil Engineering Department
TRIAL NO.7
Date of casting ? 4/2/2014 Date of testing ? 4/3/2014
Curing for ? 28 days
%C = % of coarse sand%M = % of medium sand
%F = % of fine sand%Ad = % of admixture
%Al = % of alccofine
Trial Mix No.
Cem- ent
(gms)
%Al %C
%M %F % W/C Ratio
% of Ad
Wt. of
cube (gms)
Load at
failure ( kN )
Avg. Wt. in
(gms)
Avg. Density
In (gm/cc)
Avg. load
at failure ( kN )
Avg. stress
at failure (kg/cm²)
D74/2.1 289.5 201.7
D74/2.2 442 -- 45% 30% 25% 25% 0.8% 287.5 211 288.6 2.3 212.4 84.98
D74/2.3 289 224.7
D84/2.1 267 2288
D84/2.2 442 -- 50% 19% 31% 24% 08% 288 277.6 2775 2.2 277.1 110.8
D84/2.3 277.5 325.1
DA14/2.1 284 261.9
DA14/2.2 428.7 3% 33% 33% 33% 25% 0.8% 291 173.5 289.1 2.31 246.8 95.4
DA14/2.3 292.5 305.1
DA24/2.1 290.5 130.5
DA24/2.2 4221 4.5% 33% 33% 33% 26% 0.8% 295.5 261.6 288 2.3 221.1 88.45
DA24/2.3 278 271.3
DA34/2.1 288.5 134.6
DA34/2.2 415.5 6% 33% 33% 33% 25% 0.8% 291 192.3 289 2.31 199.4 79.76
DA34/2.3 287.5 271.3
CA34/2.1 300.5 277.8
CA34/2.2 451.2 6% 33% 33% 33% 25% 0.8% 298 200.4 296.1 2.37 246.3 98.48
CA34/2.3 290 260.7
EA34/2.1 302.5 222.7
EA34/2.2 394.8 6% 33% 33% 33% 26% 0.8% 297 229.2 298.5 2.38 224.8 89.93
EA34/2.3 296 222.6
Table 7.1 Trials on samples giving strength more than 80 MPa
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JSPM?s R.S.C.O.E Civil Engineering Department
Graph 7.1 Trials on samples giving strength more than 80 MPa
Trial
Mix
D74/2 D84/2 DA14/2 DA24/2 DA34/2 CA34/2 EA34/2
Mortar
Mix
1:0.9 1:0.9 1:0.9 1:0.9 1:0.9 1:0.75 1:1
C 45% 50% 33% 33% 33% 33% 33%
M 30% 19% 33% 33% 33% 33% 33%
F 25% 31% 33% 33% 33% 33% 33%
Alco -- -- 3% 4.5% 6% 6% 6%
W/C
used
0.25 0.25 0.25 0.25 0.25 0.25 0.26
Table 7.2 Explanation of graph 7.1
0
20
40
60
80
100
120
140
D74/2 D84/2 DA14/2 DA24/2 DA34/2 CA34/2 EA34/2
Stre
ss (
kg/c
m²)
Trial Mix
CUBE 1
CUBE 2
CUBE 3
Average
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JSPM?s R.S.C.O.E Civil Engineering Department
CONCLUSIONS
a) It is observed that D8 (50%, 19%, 31%) gives best results which has mix proportion 1:09
which has 0% alccofine content.
b) Strength results obtained by using Alccofine are less than strength results obtained
without alccofine.
c) It is clearly seen that, 6% Alccofine is not beneficial.
Fig 7.3: Digital Load Indicator
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JSPM?s R.S.C.O.E Civil Engineering Department
CHAPTER 8.METHODOLOGY AND INVESTIGATION FOR DENSITY TEST
Generally, maximum density gives maximum strength because maximum voids get filled. Hence
we have carried out the density experiments. In this, instead of cement we used ordinary soil,
standard sand and aggregates of river sand with varying percentage by weight of sand i.e. 5%,
10%, 15%, 20%, 25% and 30%. Specimens used were D7, D8 from trial 3 and DA2 from trial 4,
as the results obtained were good.
Fig8.1: Soft ordinary soil
Fig 8.2: Trays for weighing soil
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JSPM?s R.S.C.O.E Civil Engineering Department
Fig 8.3: sieving of soil
Fig 8.4: Mixture of soil and standard sand
Fig 8.5: Mould ready for density test
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Density test.
Trial Mix No.
Sand (gms)
Coarse Sand (gms)
Medium Sand (gms)
Fine Sand (gms)
W/C Used (ml)
% of aggregates
(gms)
Aggregates (gms)
Density
D7 442 179 119 100 190 5 22.1 3.32
195 10 44.2 3.34
200 15 66.3 3.36
110 20 88.4 3.44
140 25 110.5 3.42
150 30 132.6 3.45
D8 442 119 77 124 140 5 22.1 3.1
1335 10 44.2 3.15
125 15 66.3 3.2
125 20 88.4 3.26
120 25 110.5 3.35
115 30 132.6 3.36
DA2 422.11 133 133 133 150 5 21.1 3.30
145 10 42.2 3.46
136 15 63.3 3.50
128 20 84.4 3.58
112 25 105.5 3.61
110 30 126.6 3.65
Table 8.1Density results on the best acquired results
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JSPM?s R.S.C.O.E Civil Engineering Department
Graph 8.1 Density results on the best acquired results
2.8
2.9
3
3.1
3.2
3.3
3.4
3.5
3.6
3.7
5% 10% 15% 20% 25% 30%
De
nsi
ty
Trial Mix
D7
D8
DA2
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JSPM?s R.S.C.O.E Civil Engineering Department
CHAPTER 9.METHODOLOGY AND INVESTIGATION FOR TRIAL- 9
Now, using crushed aggregates passing through 6 mm IS sieve and retaining on 4.75 mm IS
sieve. Found that trials 4, 5 and 6 with alccofine powder of 6% by weight of cement gave not so
good results and hence,alccofine powder of 0%, 3% and 4.5% by weight of cement were used
with batches E8 , F8 and H8. Standard sand was used for 7 days testing.
Calculation:
Coarse sand - 50%, medium sand - 19% and fine sand - 31%
Using 7cm x 7cm x 7cm, volume of 1 cube is 343cc.
Assume density =2.6gm/cc and hence ,weight = 343 x 2.6=900gms
1. Without alccofine -- `
A(0)-For proportion 1:1 i.e. E batch, sand=(1/(1+1)) x 900=450gms
Aggregates=30% of 450(sand)=135gms
Cement=450 ? 135=315gms.
B(0)-For proportion 1:1.25 i.e. F batch, sand = (1/(1+1.25)) x 900=500gms
Aggregates=30% of 500(sand) =120gms
Cement=400 ? 120=280gms
C(0)-For proportion 1:1.50 i.e. H batch, sand=540gms
Aggregates=30% of 540(sand)=108gms
Cement=360 ? 165=252gms.
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2. Alccofine powder of 3% by weight of cement --
A(3)-For proportion 1:1 i.e. E batch, sand= (1/(1+1)) x 900=450gms
Aggregates=30% of 450(sand)=135gms
Alccofine powder=3% of 305=10gms
Cement=305gms.
B(3)-For proportion 1:1.25 i.e. F batch, sand= (1/(1+1.25)) x 900=500gms
Aggregates=30% of 500 (sand) =120gms
Alccofine powder=3% of 271.6=8.4gms
cement=271.6gms
C(3)-For proportion 1:1.50 i.e. H batch, sand=540gms
Aggregates=30% of 540(sand)=108gms
Alccofine powder=3% of 244.5=7.6gms
Cement=244.5gms.
3. Alccofine powder of 4.5% by weight of cement --
A(4.5)-For proportion 1:1 i.e. E batch, sand=(1/(1+1)) x 900=450gms
Aggregates=30% of 450(sand)=135gms
Alccofine powder=4.5% of 301=14gms
Cement=301gms.
B(4.5)-For proportion 1:1.25 i.e. F batch, sand=(1/(1+1.25)) x 900=500gms
Aggregates=30% of 500(sand) =120gms
Alccofine powder=4.5% of 267.4=12.6gms
Cement=267.4gms
C(4.5)-For proportion 1:1.50 i.e. H batch, sand=540gms
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Aggregates=30% of 540(sand)=108gms
Alccofine powder=4.5% of 240.66=11.34gms
Cement=240.66gms.
Fig 9.1: Coarsebarmac sand (passing 2.36 mm I.S. sieve and retaining on 1.18 mm I.S sieve)
Fig 9.2: Medium barmac sand (passing 2.36 mm I.S. sieve and retaining on 1.18 mm I.S sieve)
Page 52
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Fig 9.3: Fine barmac sand (passing 300 micron I.S. sieve and retaining on 150 micron I.S sieve)
Fig 9.4: River aggregates (passing 6 mm I.S. sieve and retaining on 4.75 mm I.S sieve)
Page 53
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TRIAL NO.9
Date of casting ? 15/3/14 Date of testing ? 22/3/14
Curing for ? 7 days.
%C = % of coarse sand%M = % of medium sand
%F = % of fine sand%Ad = % of admixture
%Al = % of alccofine
Trial Mix No.
Cem- ent
(gms)
%Al %C
%M %F % W/C Ratio
% of Ad
Wt. of
cube (gms)
Load at
failure ( kN )
Avg. Wt. in
(gms)
Avg. Density
In (gm/cc)
Avg. load
at failure ( kN )
Avg. stress
at failure (kg/cm²)
E8A0.1 863 276.3
E8A0.2 945 -- 50% 19% 31% 28% 1% 876 245.3 871.6 2.54 265.2 53.04
E8A0.3 876 274
E8A3.1 881 225.8
E8A3.2 915 3% 50% 19% 31% 26% 1% 870 273.3 877.3 2.55 266.5 53.33
E8A3.3 881 300.6
E8A4.5.1 804 86.2
EA4.5.2 903 4.5% 50% 19% 31% 26% 1% 885 296.6 852 2.48 225.7 42.95
E8A4.5.3 867 264.5
F8B0.1 870 317.5
F8B0.2 840 -- 50% 19% 31% 32% 1% 847 202 858.3 2.5 249.1 49.83
F8B0.3 858 228
F8B3.1 865 318.5
F8B3.2 814 3% 50% 19% 31% 38% 1% 863 317.6 869.7 2.5 3076 61.53
F8B3.3 881 286.9
F8B4.5.1 875 344.2
F8B4.5.2 802 4.5% 50% 19% 31% 38% 1% 874 314.6 876 2.5 340.1 68.02
F8B4.5.3 879 361.5
H8C0.1 874 330.1
H8C0.2 756 -- 50% 19% 31% 30% 1% 874 312.6 870 2.5 321.7 64.34
H8C0.3 862 322.5
H8C3.1 879 320.1
H8C3.2 733.5 3% 50% 19% 31% 31% 1% 868 290.8 874 2.5 305 61
H8C3.3 875 304.1
H8C4.5.1 885 282.9
H8C4.5.2 721.9 4.5% 50% 19% 31% 32% 1% 887 337.8 885 2.5 307.7 61.54
H8C4.5.3 883 302.4
Table 9.1 Trials using universal sand for 7 days test
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Graph 9.1 Trials using universal sand for 7 days test
Trial
Mix
E8A0 E8A3 E8A4.5 F8B0 F8B3 F8B4.5 H8C0 H8C3 H8C4.5
Mortar
Mix
1:1 1:1 1:1 1:1.25 1:1.25 1:1.25 1:1.5 1:1.5 1:1.5
C 50% 50% 50% 50% 50% 50% 50% 50% 50%
M 19% 19% 19% 19% 19% 19% 19% 19% 19%
F 31% 31% 31% 31% 31% 31% 31% 31% 31%
Alco -- 3% 4.5% -- 3% 4.5% -- 3% 4.5%
W/C
used
0.28 0.26 0.26 0.32 0.38 0.38 0.3 0.31 0.32
Table 9.2 Explanation of graph 9.1
0
10
20
30
40
50
60
70
80
E8A0 E8A3 E8A4.5 F8B0 F8B3 F8B4.5 H8C0 H8C3 H8C4.5
Str
ess
(kg/c
m²)
Trial Mix
CUBE 1
CUBE 2
CUBE 3
Average
Page 55
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JSPM?s R.S.C.O.E Civil Engineering Department
CHAPTER 10.METHODOLOGY AND INVESTIGATION FOR TRIAL - 10
Now, using crushed aggregates passing through 6 mm IS sieve and retaining on 4.75 mm IS
sieve. Found that trials 4, 5 and 6 with alccofine powder of 6% by weight of cement gave not
so good results and hence,alccofine powder of 0%, 3% and 4.5% by weight of cement were
used with batches E8 , F8 and H8. Standard sand was used for 28 days testing.
Calculation:
Coarse sand - 50%, medium sand - 19% and fine sand - 31%
Using 7cm x 7cm x 7cm, volume of 1 cube is 343cc.
Assume density =2.6gm/cc and hence ,weight = 343 x 2.6=900gms
2. Without alccofine -- `
A(0)-For proportion 1:1 i.e. E batch, sand=(1/(1+1)) x 900=450gms
Aggregates=30% of 450(sand)=135gms
Cement=450 ? 135=315gms.
B(0)-For proportion 1:1.25 i.e. F batch, sand = (1/(1+1.25)) x 900=500gms
Aggregates=30% of 500(sand) =120gms
Cement=400 ? 120=280gms
C(0)-For proportion 1:1.50 i.e. H batch, sand=540gms
Aggregates=30% of 540(sand)=108gms
Cement=360 ? 165=252gms.
Page 56
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2. Alccofine powder of 3% by weight of cement --
A(3)-For proportion 1:1 i.e. E batch, sand= (1/(1+1)) x 900=450gms
Aggregates=30% of 450(sand)=135gms
Alccofine powder=3% of 305=10gms
Cement=305gms.
B(3)-For proportion 1:1.25 i.e. F batch, sand= (1/(1+1.25)) x 900=500gms
Aggregates=30% of 500 (sand) =120gms
Alccofine powder=3% of 271.6=8.4gms
cement=271.6gms
C(3)-For proportion 1:1.50 i.e. H batch, sand=540gms
Aggregates=30% of 540(sand)=108gms
Alccofine powder=3% of 244.5=7.6gms
Cement=244.5gms.
4. Alccofine powder of 4.5% by weight of cement --
A(4.5)-For proportion 1:1 i.e. E batch, sand=(1/(1+1)) x 900=450gms
Aggregates=30% of 450(sand)=135gms
Alccofine powder=4.5% of 301=14gms
Cement=301gms.
B(4.5)-For proportion 1:1.25 i.e. F batch, sand=(1/(1+1.25)) x 900=500gms
Aggregates=30% of 500(sand) =120gms
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Alccofine powder=4.5% of 267.4=12.6gms
Cement=267.4gms
C(4.5)-For proportion 1:1.50 i.e. H batch, sand540gms
Aggregates=30% of 540(sand)=108gms
Alccofine powder=4.5% of 240.66=11.34gms
Cement=240.66gms.
Fig 10.1:Sieve Analysis
Page 58
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JSPM?s R.S.C.O.E Civil Engineering Department
TRIAL NO.10
Date of casting ? 08/3/14 Date of testing ? 05/4/14
Curing for ? 28 days.
%C = % of coarse sand%M = % of medium sand
%F = % of fine sand%Ad = % of admixture
%Al = % of Alccofine% of aggregate = 30% by weight of sand
Trial Mix No.
Cem- ent
(gms)
%Al %C
%M %F % W/C Ratio
% of Ad
Wt. of
cube (gms)
Load at
failure ( kN )
Avg. Wt. in
(gms)
Avg. Density
In (gm/cc)
Avg. load at failure
( kN )
Avg. stress
at failure
(kg/cm²
)
E8A0.1 880 420.9
E8A0.2 945 -- 50% 19% 31% 28% 1% 861 408.9 865 2.5 395.2 80.64
E8A0.3 854 356.2
E8A3.1 864 365.4
E8A3.2 915 3% 50% 19% 31% 27% 1% 866 385.4 864.6 2.5 378.8 77.28
E8A3.3 864 385.8
E8A4.5.1 881 311.4
EA4.5.2 903 4.5% 50% 19% 31% 26% 1% 880 354.2 883.6 2.5 337.2 69
E8A4.5.3 890 349.2
F8B0.1 872 357.7
F8B0.2 840 -- 50% 19% 31% 32% 1% 858 155.1 870.6 2.5 281.4 57.4
F8B0.3 882 331.4
F8B3.1 895 379.8
F8B3.2 814 3% 50% 19% 31% 30% 1% 866 331.4 879.6 2.5 369.2 74.09
F8B3.3 878 378.5
F8B4.5.1 882 387.6
F8B4.5.2 802 4.5% 50% 19% 31% 30% 1% 877 378.6 880 2.5 364.6 74.4
F8B4.5.3 881 327.8
H8C0.1 893 302.5
H8C0.2 756 -- 50% 19% 31% 30% 1% 899 342.9 889.6 2.5 301.7 61.56
H8C0.3 877 259.7
H8C3.1 878 339.7
H8C3.2 733.5 3% 50% 19% 31% 31% 1% 892 403.8 889.6 2.5 373.4 76.17
H8C3.3 899 376.8
H8C4.5.1 892 401.4
H8C4.5.2 721.9 4.5% 50% 19% 31% 31% 1% 881 375.5 884 2.5 389.5 79.45
H8C4.5.3 879 391.6
Table 10.1 Trials using universal sand for 28 days test
Page 59
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JSPM?s R.S.C.O.E Civil Engineering Department
Graph 10.1 Trials using universal sand for 28 days test
Table 10.1 Explanation of graph 10.1
0
10
20
30
40
50
60
70
80
90
100
E8A0 E8A3 E8A4.5 F8B0 F8B3 F8B4.5 H8C0 H8C3 H84.5
Stre
ss (
kg/c
m²)
Trial mix
CUBE 1
CUBE 2
CUBE 3
Average
Trial Mix E8A0 E8A3 E8A4.5 F8B0 F8B3 F8B4.5 H8C
0
H8C3 H8C4.5
Mortar
Mix
1:1 1:1 1:1 1:1.25 1:1.25 1:1.25 1:1.5 1:1.5 1:1.5
C 50% 50% 50% 50% 50% 50% 50% 50% 50%
M 19% 19% 19% 19% 19% 19% 19% 19% 19%
F 31% 31% 31% 31% 31% 31% 31% 31% 31%
Alco -- 3% 4.5% -- 3% 4.5% -- 3% 4.5%
W/C used 0.28 0.26 0.26 0.32 0.38 0.38 0.3 0.31 0.31
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Fig 10.2: Crushed aggregates
Fig 10.3: Standard sand(C, M, F)
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CHAPTER 11.METHODOLOGY AND INVESTIGATION FOR TRIAL- 11
Now, using crushed aggregates passing through 6 mm IS sieve and retaining on 4.75 mm IS
sieve. Found that trials 4, 5 and 6 with alccofine powder of 6% by weight of cement gave not so
good results and hence,alccofine powder of 0%, 3% and 4.5% by weight of cement were used
with batches E8 , F8 and H8. Barmac sand was used for 7 days testing.
Calculation:
Coarse sand - 50%, medium sand - 19% and fine sand - 31%
Using 7cm x 7cm x 7cm, volume of 1 cube is 343cc.
Assume density =2.6gm/cc and hence ,weight = 343 x 2.6=900gms
3. Without alccofine -- `
A(0)-For proportion 1:1 i.e. E batch, sand=(1/(1+1)) x 900=450gms
Aggregates=30% of 450(sand)=135gms
Cement=450 ? 135=315gms.
B(0)-For proportion 1:1.25 i.e. F batch, sand = (1/(1+1.25)) x 900=500gms
Aggregates=30% of 500(sand) =120gms
Cement=400 ? 120=280gms
C(0)-For proportion 1:1.50 i.e. H batch, sand=540gms
Aggregates=30% of 540(sand)=108gms
Cement=360 ? 165=252gms.
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2. Alccofine powder of 3% by weight of cement --
A(3)-For proportion 1:1 i.e. E batch, sand= (1/(1+1)) x 900=450gms
Aggregates=30% of 450(sand)=135gms
Alccofine powder=3% of 305=10gms
Cement=305gms.
B(3)-For proportion 1:1.25 i.e. F batch, sand= (1/(1+1.25)) x 900=500gms
Aggregates=30% of 500 (sand) =120gms
Alccofine powder=3% of 271.6=8.4gms
cement=271.6gms
C(3)-For proportion 1:1.50 i.e. H batch, sand=540gms
Aggregates=30% of 540(sand)=108gms
Alccofine powder=3% of 244.5=7.6gms
Cement=244.5gms.
5. Alccofine powder of 4.5% by weight of cement --
A(4.5)-For proportion 1:1 i.e. E batch, sand=(1/(1+1)) x 900=450gms
Aggregates=30% of 450(sand)=135gms
Alccofine powder=4.5% of 301=14gms
Cement=301gms.
B(4.5)-For proportion 1:1.25 i.e. F batch, sand=(1/(1+1.25)) x 900=500gms
Aggregates=30% of 500(sand) =120gms
Alccofine powder=4.5% of 267.4=12.6gms
Cement=267.4gms
C(4.5)-For proportion 1:1.50 i.e. H batch, sand=540gms
Page 63
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Aggregates=30% of 540(sand)=108gms
Alccofine powder=4.5% of 240.66=11.34gms
Cement=240.66gms.
Fig 11.1: Barmac sand moulds(7 days)
Fig 11.2: Moulds after testing
Page 64
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JSPM?s R.S.C.O.E Civil Engineering Department
TRIAL NO.11
Date of casting ? 29/3/14 Date of testing ? 5/4/14
Curing for ? 7 days.
%C = % of coarse sand%M = % of medium sand
%F = % of fine sand%Ad = % of admixture
%Al = % of Alccofine% of aggregate = 30% by weight of sand
Trial Mix No.
Cem- ent
(gms)
%Al %C
%M %F % W/C Rat-io
% of Ad
Wt. of
cube (gms)
Load at
failure ( kN )
Avg. Wt. in
(gms)
Avg. Density
In (gm/cc)
Avg. load at failure ( kN )
Avg. stress at failure (kg/cm²)
E8A0.1 914 328.1
E8A0.2 945 -- 50% 19% 31% 28% 1% 896 321.8 902 2.6 309 63.24
E8A0.3 896 280
E8A3.1 896 254.9
E8A3.2 915 3% 50% 19% 31% 25% 1% 913 264.9 909 2.6 270.3 55.34
E8A3.3 918 291.1
E8A4.5.1 919 948.9
EA4.5.2 903 4.5% 50% 19% 31% 25% 1% 890 295.3 907 2.6 279 56.9
E8A4.5.3 912 292.6
F8B0.1 876 227.4
F8B0.2 840 -- 50% 19% 31% 32% 1% 902 222.7 894.6 2.6 236.8 48.3
F8B0.3 906 260.3
F8B3.1 897 251.8
F8B3.2 814 3% 50% 19% 31% 30% 1% 907 209 900 2.6 243.2 49.6
F8B3.3 896 269
F8B4.5.1 909 155.7
F8B4.5.2 802 4.5% 50% 19% 31% 30% 1% 818 247.3 895.2 2.6 201.5 41.1
F8B4.5.3 -- --
H8C0.1 960 258.8
H8C0.2 756 -- 50% 19% 31% 30% 1% 906 260.9 924 2.6 256.5 52.3
H8C0.3 908 249.9
H8C3.1 875 256.5
H8C3.2 733.5 3% 50% 19% 31% 31% 1% 900 260.3 897 2.6 303.1 61.8
H8C3.3 916 292.7
H8C4.5.1 904 267.2
H8C4.5.2 721.9 4.5% 50% 19% 31% 25% 1% 921 271.4 914.6 2.6 268.7 54.8
H8C4.5.3 919 267.7
Table 11.1 Trials using Barmac sand for 7 days test
Page 65
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Graph 11.1 Trials using Barmac sand for 7 days test
Trial Mix E8A0 E8A3 E8A4.5 F8B0 F8B3 F8B4.
5
H8C
0
H8C3 H8C4.
5
Mortar
mix
1:1 1:1 1:1 1:1.25 1:1.25 1:1.25 1:1.5 1:1.5 1:1.5
C 50% 50% 50% 50% 50% 50% 50% 50% 50%
M 19% 19% 19% 19% 19% 19% 19% 19% 19%
F 31% 31% 31% 31% 31% 31% 31% 31% 31%
Alco -- 3% 4.5% -- 3% 4.5% -- 3% 4.5%
W/C used 0.28 0.26 0.26 0.32 0.38 0.38 0.3 0.31 0.31
Table 11.2 Explanation of graph 11.1
0
10
20
30
40
50
60
70
80
E8A0 E8A3 E8A4.5 F8B0 F8B3 F8B4.5 H8C0 H8C3 E84.5
Stre
ss (
kg/c
m²)
Trial Mix
CUBE 1
CUBE 2
CUBE 3
Average
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JSPM?s R.S.C.O.E Civil Engineering Department
CHAPTER 12.METHODOLOGY AND INVESTIGATION FOR TRIAL- 12
Now, using crushed aggregates passing through 6 mm IS sieve and retaining on 4.75 mm IS
sieve. Found that trials 4, 5 and 6 with alccofine powder of 6% by weight of cement gave not so
good results and hence,alccofine powder of 0%, 3% and 4.5% by weight of cement were used
with batches E8 , F8 and H8. Barmac sand was used for 7 days testing.
Calculation:
Coarse sand - 50%, medium sand - 19% and fine sand - 31%
Using 7cm x 7cm x 7cm, volume of 1 cube is 343cc.
Assume density =2.6gm/cc and hence ,weight = 343 x 2.6=900gms
4. Without alccofine -- `
A(0)-For proportion 1:1 i.e. E batch, sand=(1/(1+1)) x 900=450gms
Aggregates=30% of 450(sand)=135gms
Cement=450 ? 135=315gms.
B(0)-For proportion 1:1.25 i.e. F batch, sand = (1/(1+1.25)) x 900=500gms
Aggregates=30% of 500(sand) =120gms
Cement=400 ? 120=280gms
C(0)-For proportion 1:1.50 i.e. H batch, sand=540gms
Aggregates=30% of 540(sand)=108gms
Cement=360 ? 165=252gms.
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2. Alccofine powder of 3% by weight of cement --
A(3)-For proportion 1:1 i.e. E batch, sand= (1/(1+1)) x 900=450gms
Aggregates=30% of 450(sand)=135gms
Alccofine powder=3% of 305=10gms
Cement=305gms.
B(3)-For proportion 1:1.25 i.e. F batch, sand= (1/(1+1.25)) x 900=500gms
Aggregates=30% of 500 (sand) =120gms
Alccofine powder=3% of 271.6=8.4gms
cement=271.6gms
C(3)-For proportion 1:1.50 i.e. H batch, sand=540gms
Aggregates=30% of 540(sand)=108gms
Alccofine powder=3% of 244.5=7.6gms
Cement=244.5gms.
6. Alccofine powder of 4.5% by weight of cement --
A(4.5)-For proportion 1:1 i.e. E batch, sand=(1/(1+1)) x 900=450gms
Aggregates=30% of 450(sand)=135gms
Alccofine powder=4.5% of 301=14gms
Cement=301gms.
B(4.5)-For proportion 1:1.25 i.e. F batch, sand=(1/(1+1.25)) x 900=500gms
Aggregates=30% of 500(sand) =120gms
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Alccofine powder=4.5% of 267.4=12.6gms
Cement=267.4gms
C(4.5)-For proportion 1:1.50 i.e. H batch, sand=540gms
Aggregates=30% of 540(sand)=108gms
Alccofine powder=4.5% of 240.66=11.34gms
Cement=240.66gms.
Fig 12.1: Moulds of barmacsand(28 days)
Fig 12.2: Moulds of barmacsand(28 days)
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JSPM?s R.S.C.O.E Civil Engineering Department
TRIAL NO.12
Date of casting ? 22/3/14 Date of testing ? 19/4/14
Curing for ? 28 days.
%C = % of coarse sand %M = % of medium sand
%F = % of fine sand %Ad = % of admixture
%Al = % of Alccofine% of aggregate = 30% by weight of sand
Trial Mix No.
Cem- ent
(gms)
%Al %C
%M %F % W/C Rat-io
% of Ad
Wt. of
cube (gms)
Load at
failure ( kN )
Avg. Wt. in
(gms)
Avg. Density
In (gm/cc)
Avg. load at failure ( kN )
Avg. stress at failure (kg/cm²)
E8A0.1 883 271.2
E8A0.2 945 -- 50% 19% 31% 28% 1% 882 314.6 885 2.5 303.6 61.93
E8A0.3 890 325
E8A3.1 917 255.4
E8A3.2 915 3% 50% 19% 31% 26% 1% 900 339.6 904.6 2.6 298.3 60.87
E8A3.3 897 300.1
E8A4.5.1 905 247.7
EA4.5.2 903 4.5% 50% 19% 31% 25% 1% 891 329.7 901 2.6 301.8 68.35
E8A4.5.3 907 328
F8B0.1 876 326.5
F8B0.2 840 -- 50% 19% 31% 32% 1% 885 390.2 880.3 2.5 335.8 68.70
F8B0.3 880 290.7
F8B3.1 873 367.8
F8B3.2 814 3% 50% 19% 31% 30% 1% 872 310.6 877 2.5 318.4 64.95
F8B3.3 886 276.8
F8B4.5.1 878 271.3
F8B4.5.2 802 4.5% 50% 19% 31% 30% 1% 870 326.5 875.3 2.5 290.4 59.25
F8B4.5.3 878 273.6
H8C0.1 806 79.1
H8C0.2 756 -- 50% 19% 31% 30% 1% 857 286.8 844.3 2.4 234 85.92
H8C0.3 870 310.9
H8C3.1 825 125.3
H8C3.2 733.5 3% 50% 19% 31% 31% 1% 875 305.6 836.6 2.4 177.7 59.24
H8C3.3 810 102.9
H8C4.5.1 877 278.2
H8C4.5.2 721.9 4.5% 50% 19% 31% 31% 1% 856 234.5 846 2.4 197.7 40.32
H8C4.5.3 805 80.4
Table 12.1 Trials using Barmac sand for 28 days test
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Graph 12.1 Trials using Barmac sand for 28 days test
Trial Mix E8A0 E8A3 E8A4.5 F8B0 F8B3 F8B4.
5
H8C
0
H8C3 H8C4.5
Mortar
mix
1:1 1:1 1:1 1:1.25 1:1.25 1:1.25 1:1.5 1:1.5 1:1.5
C 50% 50% 50% 50% 50% 50% 50% 50% 50%
M 19% 19% 19% 19% 19% 19% 19% 19% 19%
F 31% 31% 31% 31% 31% 31% 31% 31% 31%
Alco -- 3% 4.5% -- 3% 4.5% -- 3% 4.5%
W/C
used
0.28 0.26 0.26 0.32 0.38 0.38 0.3 0.31 0.31
Table 12.2 Explanation in graph 12.1
0
10
20
30
40
50
60
70
80
90
E8A0 E8A3 E8A4.5 F8B0 F8B3 F8B4.5 H8C0 H8C3 E84.5
Stre
ss (
kg/c
m²)
Trial Mix
CUBE 1
CUBE 2
CUBE 3
Average
Page 71
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CHAPTER 13.COMPARATIVE GRAPHS OF TRIALS 9, 10 , 11, 12
GRAPH 9 = Universal sand ( 7 days curing) with aggregates.
GRAPH 10 = Universal sand ( 28 days curing) with aggregates.
GRAPH 11 = Barmac sand ( 7 days curing) with aggregates.
GRAPH 12 = Barmac sand ( 28 days curing) with aggregates.
7 days universal sand with 7 days barmac sand with
Aggregate aggregates
Graph 13.1 Comparing first four samples of graphs 9.1 and 11.1
0
10
20
30
40
50
60
70
80
E8A0 E8A3 E8A4.5 F8B0 E8A0 E8A3 E8A4.5 F8B0
Stre
ss (
kg/c
m²)
CUBE 1
CUBE 2
CUBE 3
AVERAGE
Page 72
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7 days universal sand with 7 days barmac sand with
Aggregate aggregates
Graph 13.2 Comparing next five samples of graphs 9.1 and 11.1
Conclusions
(a) The graph 13.1 shows thatthe proportion of E8 is 1:1 and the grading of sand is 45%, 30%
and 25% and so the strengths for standard sand is lesser than barmac sand because the
sand content in batch E is less.
(b) The graph 13.2 shows that the proportion of F8 and H8 is 1:1.2 and 1:1.5 respectively ,
and the grading of sand is 45%, 30% and 25%.hence the sand content of F8 and H8 is
more as compared to E8.
(c) Therefore The strength of standard sand for F8 and H8 is more than barmac sand. Here we
conclude that if the sand content is less , concrete having barmac sand gives more strength
than concrete having standard sand.
0
10
20
30
40
50
60
70
80
F8B3 F8B4.5 H8C0 H8C3 H8C4.5 F8B3 F8B4.5 H8C0 H8C3 H84.5
Stre
ss(k
g/cm
²)
CUBE 1
CUBE 2
CUBE 3
AVERAGE
Page 73
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JSPM?s R.S.C.O.E Civil Engineering Department
28 days universal sand 28 daysbarmac sand with
With Aggregate aggregates
Graph 13.3 Comparing first four sapmles of graphs 10.1 and 12.1
0
10
20
30
40
50
60
70
80
90
100
E8A0 E8A3 E8A4.5 F8B0 E8A0 E8A3 E8A4.5 F8B0
Stre
ss(k
g/cm
²)
CUBE 1
CUBE 2
CUBE 3
AVERAGE
Page 74
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28 days universal sand with 28 days barmac sand with
Aggregate aggregates
Graph 13.4 Comparing next five sapmles of graphs 10.1 and 12.1
Conclusions
(a) The graph 13.3 shows thatthe proportion of E8 is 1:1 and the grading of sand is 45%,
30% and 25% and so the strengths for standard sand is lesser than barmac sand because
the sand content in batch E is less.
(b) The graph 13.4 shows that the proportion of F8 and H8 is 1:1.2 and 1:1.5 respectively ,
and the grading of sand is 45%, 30% and 25%.hence the sand content of F8 and H8 is
more as compared to E8.
(c) Therefore the strength of standard sand for F8 and H8 is more than barmac sand. Here we
conclude that if the sand content is less , concrete having barmac sand gives more
strength than concrete having standard sand.
0
10
20
30
40
50
60
70
80
90
F8B3 F8B4.5 H8C0 H8C3 H84.5 F8B3 F8B4.5 H8C0 H8C3 H84.5
Stre
ss (
kg/c
m²)
CUBE 1
CUBE 2
CUBE 3
AVERAGE
Page 75
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JSPM?s R.S.C.O.E Civil Engineering Department
7 days universal sand with 28 days universal sand with
Aggregate aggregates
Graph 13.5Comapring first four samples of graphs 9.1 and 10.1
0
10
20
30
40
50
60
70
80
90
100
E8A0 E8A3 E8A4.5 F8B0 E8A0 E8A3 E8A4.5 F8B0
Stre
ss (
kg/c
m²)
CUBE 1
CUBE 2
CUBE 3
AVERAGE
Page 76
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JSPM?s R.S.C.O.E Civil Engineering Department
Conclusions
(a) The graph 13.5 shows that the strengths obtained for standard sand proportion E i.e 1:1 for 7
days is between 50 MPa and 60 MPa and for 28 days it is even higher between 70 MPa to 80
MPa.
7 days universal sand with 28 days universal sand with
Aggregate aggregates
Graph 13.6Comapring next five samples of graphs 9.1 and 10.1
0
10
20
30
40
50
60
70
80
90
F8B3 F8B4.5 H8C0 H8C3 H8C4.5 F8B3 F8B4.5 H8C0 H8C3 H84.5
Stre
ss(k
g/cm
²)
CUBE 1
CUBE 2
CUBE 3
AVERAGE
Page 77
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JSPM?s R.S.C.O.E Civil Engineering Department
Conclusions
(a)The graph13.6 shows that the strengths obtained for standard sand proportion F i.e 1:1.2 And
H i.e 1:1.5 for 7 days is between 60 MPa and 70 MPa and for 28 days it is even higher between
75MPa to 80 MPa.
7 days barmac sand with 28 days barmac sand with
Aggregate aggregates
Graph 13.7Comapring first four samples of graphs 11.1 and 12.1
0
10
20
30
40
50
60
70
80
90
E8A0 E8A3 E8A4.5 F8B0 E8A0 E8A3 E8A4.5 F8B0
Stre
ss (
kg/c
m²)
CUBE 1
CUBE 2
CUBE 3
AVERAGE
Page 78
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JSPM?s R.S.C.O.E Civil Engineering Department
Conclusions
(a) The graph 13.7 shows that the strengths obtained forbarmac sand proportion E i.e 1:1 for 7
days is between 50 MPa and 60 MPa and for 28 days it is even higher between 70 MPa to 80
MPa.
7 days barmac sand with 28 days barmac sand with
Aggregate aggregates
Graph 13.8Comapring next five samples of graphs 11.1 and 12.1
0
10
20
30
40
50
60
70
80
F8B3 F8B4.5 H8C0 H8C3 H84.5 F8B3 F8B4.5 H8C0 H8C3 H84.5
Stre
ss (
kg/c
m²)
CUBE 1
CUBE 2
CUBE 3
Average
Page 79
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JSPM?s R.S.C.O.E Civil Engineering Department
Conclusions
(a) The graph 13.8 shows that the strengths obtained for barmac sand proportion F i.e 1:1.2
And H i.e 1:1.5 for 7 days is between 50 MPa and 60 MPa and actually it should give
higher results for 28 days curing , but because of some reasons it did?nt give expected
higher results.
FINAL CONCLUSION
Standard sand is rightly proven to give good strength throughout all the trials. Barmac sand
which on an average gives comparatively lesser strength can still be used for concreting purpose
as this is economical compared to standard sand. What is important is to choose the proportions
rightly and a high strength economical concrete structure can be constructed.
ACHIEVEMENTS
a) Total number of cubes casted exactly 297 cubes in a period of five months i.e. Dec 2013
to April 2014.
b) 75 days of rigorous work on casting and testing the cubes and the rest days for planning ,
calculations and execution.
c) The initial aim was to carry out experiments using universal sand,but later usage of
barmac sand was also done which definitely increased the volume of research.