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International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 6, November-December 2016, pp. 298–313, Article ID: IJCIET_07_06_032

Available online at http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=7&IType=6

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

© IAEME Publication

PROPERTIES OF CONCRETE MADE FROM TERNARY

BLENDED CEMENT IN THE PRESENCE OF ANIMAL

BONE POWDER

Meenu Kalra and N.B. Singh

Research and Technology Development Centre, Sharda University, Greater Noida, India

Mukesh Kumar

Research & Development Centre, JK Lakshami Cement Ltd., Jhajjar Unit, Haryana, India

ABSTRACT

Concrete is an important construction material and it is known that binary and ternary blended

cements improve the performance of concrete. In this paper compressive, split tensile and flexural

strengths of concrete made from ternary blended cement - fly Ash (FA)-metakaolin (MK) –

Portland cement (PC) in the presence of animal bone powder (BP) have been determined. Water

permeability, water absorption, drying shrinkage, and chloride penetration tests have also been

made and the results discussed in detail. X-ray diffraction studies have shown that animal bone

powder is not a pozzolanic material. FTIR spectral studies have been performed in order to have

an idea about interactions. SEM studies of hydrated samples have been made. The results have

demonstrated that combination of Fly Ash, Metakaolin and Animal Bone Powder in Portland

cement increased the compactness of the concrete and as a result mechanical properties are

increased.

Key words: Ternary Blended cement, Fly Ash, Metakaolin, Bone Powder, Chloride permeability,

Compressive strength.

Cite this Article: Meenu Kalra, N.B. Singh and Mukesh Kumar, Properties of Concrete Made from

Ternary Blended Cement in the Presence of Animal Bone Powder. International Journal of Civil

Engineering and Technology, 7(6), 2016, pp.298 – 313.

http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=7&IType=6

1. INTRODUCTION

Concrete is the most important construction material and is in great demand [1]. The most important

constituent of concrete is Portland cement but its cost is increasing day by day. Researchers are always in

search of low cost materials with better performance [2]. In recent years a large number of pozzolanic

materials, replacing cement partially, have been used in making concrete with better properties [3-12]. Fly

Ash (FA) is frequently used as a cement replacement material [13]. Because of spherical surface, FA can

easily roll over the cement particles, reducing friction, allowing better bonding between cement and

aggregates and increasing paste fluidity and making the cement concrete more durable and impervious[14-

16]. However, the major drawback of concrete made from FA blended cement is low early strength.

Different chemical and physical methods have been used to activate FA in order to have better results [17-

18].

Meenu Kalra, N.B. Singh and Mukesh Kumar


The mechanical and durability properties (strength, sulphate attack, air void network) of ordinary

concrete can be increased by the partial replacement of cement with metakaolin (MK) [19-20]. Metakaolin,

because of pozzolanic behaviour and fineness, affect the properties of the concrete in a positive way.

Pozzolanic reactions produce secondary hydration products such as C-S-H gel, C4AH13, C3AH6, and

C2ASH8 and as a result increase the strength [21-22].

Animal bone is a waste material and is dumped in large quantities in disposal yards and creates bad

odor thereby creating air pollution and diseases. Hence it is necessary to dispose the above waste through

an efficient way. Bones can be converted to bone powders (BP) and used in concrete as an additive to

enhance the mechanical and durability properties of the mix [23-24]. Properties of concrete made from

binary and ternary blended cements have been studied but the concrete made with blended cements

containing bone powder have not been studied. In this paper the properties of concrete made with FA and

MK blended cement in the presence of animal bone powder has been studied and the results discussed in

detail.

2. MATERIALS AND METHODS

2.1 Materials and their Properties

Portland cement (PC) (53 grade) was used for the preparation of concrete. The particle size distribution

and chemical composition of PC are given in Fig.1 and Table 1 respectively. FA was taken from NTPC

Jharli, India and its chemical composition is given in Table 1. Composition of MK is also given in Table 1.

Animal bone powder was used as an additive and its composition and physical properties are given in

Table 2. Fly ash, metakaolin and Bone powder are represented in Fig.2.

2.2 Methods

2.2.1 Preparation of Concrete

The concrete mix of grade M55 was made as per IS 10262. The concrete design mix proportions are given

in Tables 3a and 3b. Composition of different mixes is given in Table 4.

Tilting drum mixer was used to mix concrete. The mixing was continued till the resulting concrete was

uniform in appearance. The mould of cast iron of size 150 mm x 150 mm x 150 mm was used. Casting

was done in such a way so that no water escaped from the joints of mould during the filling and

compaction of concrete. Mould oil was applied between the joints of the mould to prevent escaping of

water. To prevent adhesion of the concrete to the interior surfaces of the assembled mould, a thin layer of

mould oil was also applied on the interior surfaces of mould.

Compaction of concrete was done by using tamping bar of 16 mm diameter and 0.6 m long .To get

fully compacted concrete cube, concrete was filled into the mould in three different layers and number of

strokes was 35 per layer. The strokes of the bar were distributed in a uniform manner over the cross-

section of the mould and covered the mould with a glass or metal plate to prevent evaporation. After 24 h,

the specimen was remoulded and kept in water tank for curing.

2.2.2 Slump Measurements

The slump of the concrete was determined as per IS 1199 standard. The slump cone was filled with fresh

concrete in three different layers. Each layer was tamped 25 times using a bullet nosed metal rod of 610

mm long and 16 mm in diameter. After completely filling the cone, extra concrete was removed and

concrete surface was levelled. The mould was removed vertically upwards and the concrete cone subsided.

This subsidence was termed as slump of concrete and was measured to the nearest of 10 mm.

Properties of Concrete Made from Ternary Blended Cement in the Presence of Animal Bone Powder


2.2.3 Compressive Strength

Each mix was placed in separate cubical mould of size 150 mm x 150 mm x 150 mm. The moulds were

removed after 24 hours and concrete cubes were stored in water at 27oC for curing. The cubes were taken

out from the water prior to testing. The compressive strengths were determined at 3, 7, 28 and 90 days as

per IS 4031.

The cubes of Mix 8 were also dipped in 5% Sulphuric acid solution for 28 days and after that wet

curing were done to know the effect of sulphates on the mix.

2.2.4 Flexural Strength

To conduct the flexural strength test as per BS 1881-118, beam samples of size 500 mm×100 mm×100mm

were cast and cured in water for 7 and 28 days. For each mix proportion, three samples were made. Freshly

mixed concrete was filled in three layers in beam moulds. Each layer was compacted manually by giving

150 strokes using a 25mm diameter steel tamping rod. The hardened beams were placed on the automatic

universal testing machine after 7 and 28 days curing. Two additional loading rollers were placed on the top

of the beam as shown in Fig.3. The load at a rate of 200 N/s was applied without shock. To calculate the

flexural strength of beam, following formula was used:

2

1 2

plf

d d=

where p= breaking load(N), d1 and d2= lateral dimensions of cross section(in mm)

2.2.5 Split Tensile Strength

To determine the split tensile strength test (BS1881- 117), cylindrical concrete specimens of

diameter100mm and length 200mm were cast and stored in water for 7 and 28 days. The test was

performed with automatic universal testing machine. Each mould was filled with freshly mixed concrete in

two different layers. 35 Strokes were given to each layer with a tamping rod of 25mm diameter. The

hardened concrete cylindrical specimen was then placed centrally on the universal testing machine. The

load on the specimen was applied at a rate of 400N/s. The split tensile strength was calculated by the

following formula:

Split tensile Strength (MPa) = 2P / πDL

P = Splitting Load in kN from compression testing machine

D= Diameter of cylindrical sample, L = Length of cylindrical sample

2.2.6 Water Permeability

Water permeability test was carried out to measure passage of water in the test specimen of the concrete

under pressure as per DIN 1048 part 5. A test specimen, cylindrical in shape, 200 mm in diameter and 120

mm height was cast from the fresh concrete just like a test cube for compressive strength measurement.

The test specimen was wet cured for 28 days. After 28 days of curing, test specimen was fitted in the

machine and a pressure of 1 bar for 48 hours followed by 3 bar for 24 hours and then 7 bar for 24 hours

were applied as per requirement of DIN 1048 part 5. The specimen was splited into two halves. Penetration

of water was measured. The maximum value of water penetration was the permeability of concrete.

2.2.7 Water Absorption

Water absorption test was conducted as per BS 1881-122 standard. The cubical mould of size 100 mm x

100 mm x 100 mm was used. The concrete cubes were water cured for 30 and 90 days before the test. The

concrete specimens were dried to a constant mass at 105±5oC for 72±2 hours. Before and after immersion

for 30 minutes, the weights of specimens were recorded.



2.2.8 Drying Shrinkage

In drying shrinkage test, specimens of the size 75mm x 75mm x 300 mm were cast and stored in moist air

for 3 to 7 days. To accommodate a 6.5mm diameter steel ball, drilled a shallow depression at the centre of

each of the specimen. These steel balls were fixed into this depression by cementing the balls with neat

rapid hardening Portland cement. After fixing the steel balls, cleaned the balls to remove any cement

adhering to it and applied lubricating grease to prevent corrosion. The test specimens were kept in moist

condition for at least 24 hours in order to allow the cement to harden. After 24 hours, immersed the test

specimens in water maintained at a temperature of 240 C until 28 days. After removing the specimens from

water, cleaned the grease from the balls and measured the length of the specimen by the length measuring

apparatus. The specimens were then dried in and oven for 44 hours. After 44 hours of drying, it was cooled

for 4 hours in a desiccator. After cooling, again measured the length of the specimen using the length

comparator. The drying shrinkage is calculated as the difference between these two lengths as a percentage

of dry length.

2.2.9 Moisture Movement

Cylindrical specimens of 100 mm X 200 mm were used to obtain the moisture movement rate.

Immediately after moulding and finishing all test specimens were covered with a plastic sheet to prevent

evaporation of water from unhydrated specimens. The test specimens were removed from mould after 24h

and then cured in water for 28 days .The rate of moisture movement into concrete was determined on the

basis of weight gain of the specimen and expressed as a percentage.

2.2.10 Rapid Chloride Penetration Test

In rapid chloride ion permeability test as per ASTM C 1202, specimens used were in the cylindrical form

(diameter 100 mm). Test values were normalized using the ratio of the standard to the actual cross-

sectional areas and kept in the apparatus (Fig.4). One end of the specimen was exposed to NaCl whereas

the other end to NaOH solution. A potential of 60V was applied across the specimen and the current was

measured for 6 h after an interval of 30 minutes. Due to chloride ion penetration into the concrete, the

conductivity and current increased. The total charge passing through the specimen (in Coulombs) was

calculated and was found to be high at the completion of the test, indicating higher permeability.

2.2.11 SEM Studies

SEM pictures of cement hydrated for 28 d were recorded.

2.2.12 FTIR Spectroscopic Studies

FTIR spectra of PC and PC with 5% BP hydrated for 28 days were recorded with Perkin Elmer

spectrometer in the range 400-4000 cm-1

in KBr phase.

2.2.13 X-Ray Diffraction Studies

X-ray diffraction patterns of Bone powder, lime and a mixture of Bone powder with lime (1:1 by weight

and w/s=0.5 after 7 days) were recorded with a diffract gram using CoKαradiation.

3. RESULTS AND DISCUSSION

3.1 Hydration

Portland cement is a heterogeneous fine grained material consisting of four main solid phases namely

Tricalcium Silicate (C3S), Dicalcium Silicate (C2S), Tricalcium Aluminate (C3A), Tetra calcium Alumino

Ferrite (C4AF). During hydration of cement, Calcium Silicate Hydrate (C-S-H) gel and calcium hydroxide

(Ca(OH)2) are formed from silicates phases and ettringite (AFt), monosulphate (AFm) are formed from

aluminate phases. C-S-H, a major hydration product is the main strength forming phase in the cement



paste. Ca(OH)2 is a crystalline, is structural with natural mineral of Portlandite. The hydration reactions of

different phases are given below.

2(3CaO.SiO2) +6H2O→ 3CaO.2SiO2.3H2O + 3Ca (OH)2 (1)

2(2CaO.SiO2) + 4H2O→3CaO.2SiO2.3H2O + Ca(OH)2 (2)

3CaO.Al2O3 + 3CaSO4 + 32H2O → Ca6Al2(SO4)3(OH)12.26H2O (3)

Ca6Al2(SO4)3(OH)12.26H2O+2(3CaO.Al2O3)+4H2O →CaO.Al2O3.CaSO4.12H2O (4)

4CaO.Al2O3.Fe2O3 +2Ca(OH)2 + 14H2O → 4CaO.Al2O3.Fe2O3.13H2O +Al2O3.Fe2O3.13H2O (5)

In the presence of different minerals like FA, MK and BP, the hydration of different phases of PC are

affected either due to some interaction or providing additional nucleation sites. In addition FA and MK

react with Ca(OH)2 giving additional C-S-H phase as represented by following reaction.

Ca(OH)2 + (SiO2 + Al2O3 ) → C3S2H3 + Other components (6)

Addition of all the three mineral phases (FA, MK and BP) during hydration may contribute towards

hydration in one or the other way. This may result in the change of mechanical properties.

3.2 FTIR Spectral Studies

FTIR spectra of PC and PC with 5% BP hydrated for 28 days are shown in Fig. 5. In the spectra of PC

hydrated for 28 days, a band at 3645.14 cm-1

due to formation of Ca(OH)2 is observed. A broad band at

3438.22 cm-1

is due to hydrated products associated with water. A strong asymmetric stretching Si-O band

(ν3) at 971.89 cm-1

is obtained due to the formation of C-S-H phase. PC hydrated for 28 days in the

presence of 5% Bone powder gives Ca(OH)2 vibrational band at 3644.42 cm-1

, a band due to hydrated

products associated with water appears at 3436.10 cm-1

and band due to formation of C–S-H appears at

975.99 cm-1

. In the presence of Bone powder, the vibrational frequencies are slightly shifted and the

intensities decreased. It appears that during hydration in the presence of BP, there is a very weak

interaction between Bone powder and hydrating cement. Bone powder might be acting as filler in the pores

where weak interactions are involved and provides additional nucleation sites for nucleation and

crystallization of different hydration products.

3.3 Optimum Dose of Bone Powder and Slump Values

In order to determine the appropriate dose of bone powder, compressive strength of PC at 28 days of

hydration in the presence of 5, 10 and 15 wt % bone powder was determined (Fig.6). The results showed

that 5wt % bone powder gave most reasonable value. It appears that 5% BP is sufficient to fill the pores

and above that concentration they are present as an inert material and do not have significant effect on

strength.

Slump values of all the mixes are given in Table 5. The results of slump test showed that all the mixes

were in workable condition for 2 h.

3.4 Compressive Strength

The compressive strengths of different mixes at different time interval are given in Table 6 and Fig 7. For

all the mixes, the compressive strengths increased with time. However, the values for Mix-8 were highest

at 28 and 90 days. In general compressive strength of concretes depends on (i) Mix proportions, (ii) Ratio

of cement to mixing water, (iii) Ratio of cement to aggregates, the strength of the mortar, the bond between

the mortar and the coarse aggregate, (v) Grading, surface texture, shape, strength, and stiffness of

aggregate particles, (vi) Maximum size of aggregate, (vii) Amount, type and surface area of supplementry

cementitious materials, (viii) Amount of admixtures, (ix) Quantity, type and structure of the hydrated

cement paste,(x) Curing conditions, (xi) Voids produced due to air, (xi) Evaporation of water, which

generates voids and (xii) Porosity. Further the spherical shape of FA present in the concrete is also

responsible for improved workability and low early strength (may be up to 3 days)[25]. It is well

established that during hydration of PC, Ca(OH)2 is formed which after 7 days react with pozzolans to give



additional amounts of calcium silicate hydrate as given by Eq. 6. Setting occurs due to conversion of a

dense suspension into a mechanically irreversible network of connected particles. Coagulation and

rigidification, the two fundamental steps leading to setting, are highly dependent on the calcium ion and

silicate contents of the interstitial solution [26]. Both steps could be influenced by the presence of MK, FA

and BP. MK increased the compressive strength of concrete due to its high pozzolanic nature, fineness and

its void filling ability. Just like FA, MK also reacts with calcium hydroxide (free lime), a byproduct of the

cement hydration process and converts it into hydrates of calcium aluminates and calcium alumino

silicates. Hardened PC contains a distribution of pore sizes depending on the initial water-to-cement ratio

(w/c) and the degree of cement hydration. The pores in cement-based materials consist of four types of

pores[27]: (a) gel pores (radius-0.5–10 nm), (b) capillary pores (radius-5 to 5000 nm), (c) macropores due

to deliberately entrained air and (d) macropores due to inadequate compaction. In general permeability of

concrete is reduced in the presence of MK because of reduction of pores in cement paste [28].

Combination of MK and FA give compact structure. BP also enters the pores increasing the compactness

of the structure. X-ray diffraction (Fig.8) studies showed that the diffraction pattern of Bone powder with

Lime (after 7days) consist of the diffraction peaks of bone powder and lime. However, the intensity of

diffraction line of Bone powder at 2θ = 31.75ois slightly decreased and the diffraction peaks due to lime

remained intact in the mixture of BP and Lime. This clearly showed that Bone powder is not a pozzolanic

material but may have weak interaction with lime. It appears that BP simply acted as filler or provided

additional nucleation sites or both during the hydration of cement.

Thus combination of FA, MK and BP in concrete increased the compressive strength due to increase in

compactness, pozzolanic reactions and availability of additional nucleation sites.

When the cubes were dipped in 5% sulphuric acid, the strengths were reduced (Table 7). The reduction

in compressive strength at 28 days was 12%. This was due to corrosive action of sulphuric acid.

3.5 Flexural Strength

The variation of flexural strength for different mixes with time is given in Table 8 and Fig 9. Flexural

strength increased with time and the value was maximum for MIX 8 which contains PC+ 10%FA

+10%MK+5% BP. There was an increase of about 1.25% in flexural strength for Mix 8 when compared

with controlled mix. This is again due to higher compactness of Mix 8.

3.6 Split Tensile Strength

The variation of split tensile strength for different mixes at 7 and 28 days are given in Table 9 and Fig 10.

Split Tensile strengths were higher at 28 days as compared to that of 7 days for all the mixes and the value

was maximum for Mix 8. There was an increase of 4.3% of tensile strength for Mix 8 when compared with

controlled mix. Tensile strength varied linearly as the compressive strength (Fig.11) indicating that tensile

strength also depends on the same parameters as the compressive strength.

3.7 Water and Chloride Ion Permeability

Water permeability of different mixes is given in Table 10 and Fig.12. The values are lowest for Mix 8,

supporting the results of compressive strength measurements.

Chloride ion penetrability measurements are given in Table 11 and the values of chloride ion

penetrability were very low for all the mixes but the value was lowest for Mix 8. The whole results

indicated that Mix 8 after hydration became much more compact with little porosity, giving high

compressive strength value. These results showed that concrete made from Mix 8 will be more resistive in

the aggressive atmosphere. It is to be noted that higher the permeability, higher the deterioration. In

concrete made with blended cement, pozzolanic reaction accelerates with time, increasing the hydration

products and making the concrete more compact, so deterioration is minimized. FA and MK give

additional C-S-H and BP accelerates the formation of hydrates by providing additional nucleation sites. As

a result Mix 8 containing PC+ 10 % FA +10% MK +5% BP in concrete gave better results.



3.8 Water Absorption

The water absorption is given in Table 12 and the value is minimum for Mix 8. There is a reduction of

about 15% of water absorption capacity of Mix 8 as compared to control (Table 12). Water absorption has

been related to water cement (w/c) ratio of concrete. The water absorption by immersion is also considered

to be a relevant parameter about the performance of concrete. The decrease in water absorption indicated

that there are more hydrated products in Mix 8, justifying the increase in compressive strength. Thus in

presence of FA, MK and BP, formation of hydration products are increased.

3.9 Moisture Movement

The values of moisture movement at 28 days are given in Table 13 and the value is lowest for Mix 8.There

is a reduction of 26.7% of moisture movement of Mix 8 as compared to control. Moisture movement

depends on the pore structure of concrete, which mainly involves volume and size of the interconnected

capillary pores. The whole results indicated that Mix 8 after hydration became much more compact with

little porosity, giving high compressive strength. This may be due to increase of hydration products in

presence of FA, MK and BP, which made the system much more compact.

3.10 Drying Shrinkage

Higher volume of mesopores cause high capillary stress by the water present in the capillary pores of the

paste, resulting in a higher level of drying shrinkage[29-30].FA,MK and animal bone powder combined

together have pore refinement effect on the specimens and give denser microstructure and lower shrinkage

value (Table 14).

3.11 SEM Studies

SEM micrographs of hydrated samples are shown in Fig.13. SEM micrographs of PC, PC+20%FA,

PC+20%MK, PC+5%BP hydrated for 28days showed porous structure whereas

PC+10%0FA+10%MK+5%BP (Mix 8) hydrated for 28 days has homogeneous and compact morphology,

supporting the results obtained from compressive strength measurements.

The improvements of the properties of concrete in the presence of 5% BP (Mix 8) can be explained in

the following way.

• Bone Powder, rich in calcium content may improve the binding property of cementitious substances with

aggregates thereby improving the bond strength between cement phase and aggregate phase.

• Fine bone powders entered into the concrete pores and enhanced the compactness.

• Bone powders acted as additional nuclei for crystallization of hydration products.

The above factors altogether increased the compactness of the concrete in the presence of BP and

improved the properties.

4. CONCLUSION

The overall results showed that Mix 8 containing PC+10%FA+10%MK+5%BP gave the highest

compressive, tensile and split strengths. Water and chloride permeability was lowest in Mix 8. FA and MK

being pozzolanic material gave additional C-S-H and BP entered into the pores and provided additional

nucleation sites. As a result the structure of Mix 8 became much more compact and the bonding between

the aggregates and hydration products increased. The results showed that addition of FA, MK and BP in

appropriate proportions in concretes is advisable to have reasonable strength.



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[32] Dr. D. V. Prasada Rao and S. Venkata Maruthi. Effect of Nano-Silica on Concrete Containing

Metakaolin. International Journal of Civil Engineering and Technology (IJCIET), 7(1), 2016, pp. 104-

112.

Table 1 Chemical composition of Portland cement (PC), FA and MK (mass %) & Blaine area and sp.gravity

Constituent

s

SiO2 Al2O3 Fe2O3 CaO MgO Na2O K2O SO3 P2O5 LOI Blaine

Area

(m2/Kg)

Sp.gravity

(g/cm3)

PC 20.50 5.05 2.99 62.0 2.07 0.48 0.09 2.40 - 3.10 350 3.15

FA 61.69 23.08 5.05 4.80 1.01 0.32 0.68 - 0.22 1.05 380 2.60

MK 50.21 39.59 2.60 2.31 0.46 0.46 0.29 - - - 250 2.26

Table 2 Composition and Physical properties of Bone Powder

Constituents Composition (%)

Phosphorous 10

Calcium 26

Sand Silica 6

Carbon 31

Cadmium 2.9

Iron 0.3

Bone Ash 15.5

Density of Animal bone Powder 2375Kg/m3

Blaine Area 228m2/Kg



Table-3a Mix Design [M-55]

Mix

(1.0 cubic

meter)

Cement

(Kg)

Coarse

aggregate

20mm

(Kg)

Coarse

aggregate

10mm

(Kg)

Sand

(Kg)

FA

(Kg)

MK

(Kg)

BP

(Kg)

Water Admixture

(Kg)

MIX-1 445 659 438 786 0 0 0 142 3.11

MIX-2 356 659 438 786 89 0 0 142 3.11

MIX-3 356 659 438 786 0 89 0 142 3.11

MIX-4 423 659 438 786 0 0 22 142 3.11

MIX-5 356 659 438 786 44.5 44.5 0 142 3.11

MIX-6 334 659 438 786 89 0 22 142 3.11

MIX-7 334 659 438 786 0 89 22 142 3.11

MIX-8 334 659 438 786 44.5 44.5 22 142 3.11

Table 3b Corrected Batch of M-55 (0.035 cubic meter)

Item Batch

( 1 cubic

Meter)

(Kg)

Water

Absorption

(%)

Corrected

Water

Absorption

(Kg)

Corrective

Batch

(Kg)

Batch

(0.035)cubic

meter

(Kg)

Cement 445 - 0 445 20.02

Natural Sand 786 1.0 -7.86 778 35.01

Coarse Aggregate

(20mm)

659 0.4 -2.63 656.87 29.53

Coarse aggregate

(10 mm)

438 0.4 -1.75 436.25 19.63

Water 142 +12.24 154.24 6.34

Table 4 (DESIGN CODE)

Mix-1 Mix -2 Mix -3 Mix -4 Mix -5 Mix -6 Mix -7 Mix -8

PC PC+20FA PC +20MK PC+5BP PC +10 FA

+10 MK

PC+ 20FA

+5 BP

PC+5BP

+20MK

PC+10FA+

10MK+5BP

Table 5 SLUMP (IN MM)

TIME

(Min)

Mix-1 Mix -2 Mix -3 Mix -4 Mix -5 Mix -6 Mix -7 Mix -8

0 Collapsed Collapsed Collapsed Collapsed Collapsed Collapsed Collapsed Collapsed

60 185 Collapsed Collapsed 180 190 Collapsed Collapsed 190

120 170 190 180 170 185 180 190 180

190 155 185 170 150 170 165 180 170



Table 6 COMPRESSIVE STRENGTH (MPa)

DAYS Mix-1 Mix -2 Mix -3 Mix -4 Mix -5 Mix -6 Mix -7 Mix -8

3 Days 40.43 36.12 42.30 41.32 41.45 36.50 38.70 39.85

7 Days 48.78 41.74 49.85 49.10 49.5 41.79 48.95 50.35

28 Days 64.8 53.4 54.9 53.8 55.5 54.7 56.1 67.0

90 Days 65.0 54.2 55.1 53.8 55.7 54.9 56.3 72.1

Table 7 COMPRESSIVE STRENGTH (MPa) OF MIX 8 DIPPED IN SULPHURIC ACID

DAYS Mix-8

(28 Days wet curing)

Mix -8

(In 5% Sulphuric acid solution)

3 Days 39.85 35.1

7 Days 50.35 44.8

28 Days 67.0 58.9

Table 8 FLEXURAL STRENGTH (MPa) (7 &28 DAYS) BS: 1881(P-118)1983


7Days 4.94 3.95 4.6 4.9 4.2 4.5 4.0 5.01

28 Days 7.22 6.4 6.9 7.1 6.8 6.8 6.8 7.31

Table 9 SPLIT TENSILE STRENGTH (MPa) (7 &28 DAYS) BS: 1881(P-117)1983


7 Days 4.40 3.9 4.42 4.40 4.1 4.2 4.3 4.56

28 Days 6.9 6.2 6.94 6.92 6.8 6.6 6.9 7.2

Table 10 WATER PERMEABILITY (mm) (28 DAYS) DIN 1048

Mix Mix-1 Mix -2 Mix -3 Mix -4 Mix -5 Mix -6 Mix -7 Mix -8

Water

permeability

10 10.4 9.7 9.5 8.2 8.9 8.5 6.7

Table 11 RAPID CHLORIDE PENERATION TEST (28 DAYS)


Charge passed

(coulombs)

806 782 760 743 736 712 738 695

Table 12 WATER ABSORPTION (%) (24 Hours) (BS: 1881)


Water

Absorption

1.5 1.6 1.4 1.56 1.57 1.48 1.61 1.27

Table 13 MOISTURE MOVEMENT (%) (28 days) (BS: 1881)


Moisture

Movement

0.015 0.019 0.017 0.016 0.014 0.014 0.013 0.011

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Table 14

Mix Mix-1 Mix -2

Drying

Shrinkage

0.016 0.015

Figure 2


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14 DRYING SHRINKAGE (%) (28 days) (BS: 1881)

Mix -3 Mix -4 Mix -5 Mix -

0.014 0.012 0.012 0.013

Figure 1 Particle size distribution of PC

Figure 2 Fly ash, Metakaolin and Bone Powder

Figure 3 Set up for Flexural strength test

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1881)

-6 Mix -7 Mix -8

0.013 0.016 0.010



Figure 4

Figure 6 Variation of compressive strength of PC hydrated at 28 days in presence of different amount of animal



Figure 4 Rapid Chloride Ion Permeability Apparatus

Figure 5 FTIR Spectra

Variation of compressive strength of PC hydrated at 28 days in presence of different amount of animal

bone powder(BP)


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Variation of compressive strength of PC hydrated at 28 days in presence of different amount of animal


Figure

Figure



Figure 7 Variation of compressive strength with time

Figure 8 X-ray diffraction patterns

Figure 9 Variation of Flexural Strength with time

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Figure 10

Figure 11 Comparison of Split Tensile Strength and Compressive Strength

Figure 12



Figure 10 Variation of Split Tensile Strength with time

Comparison of Split Tensile Strength and Compressive Strength

Figure 12Water Permeability for different mixes at 28 days


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Variation of Split Tensile Strength with time

Comparison of Split Tensile Strength and Compressive Strength

Water Permeability for different mixes at 28 days



PC-28days PC-20FA-28d

PC-20%MK-28 PC-5%BP-28d

PC-10%FA-10%MK-5%BP-28d

Figure 13 SEM Images

properties of concrete made from ternary blended … · compaction of concrete was done by using...

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