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Department of civil engineering,SCOE,Pune-41

ACKNOWLEDGEMENT

We express our deepest gratitude to our Principal Dr. S. D. Lokhande and Head of Civil

Engineering Department Dr. S. S. Shastri for providing facilities for the completion of our

project work and report.

Our special thanks to S. P Kulkarni, S.R. God guide of our project, whose valuable guidance

and constant inspiration lead us towards the successful completion of report on project report.

We are also grateful to all teaching and non-teaching staff of Civil Engineering Department

who has given valuable suggestions at every stage of project work and report.


ABSTRACT

Research in the area of Slurry Infiltrated Fibre Concrete (SIFCON) has been carried out during

the last twenty years. Traditionally, SIFCON is produced by a process in which fibres are put

into an empty mould, after which the fibre mass is infiltrated by a cement slurry under vibration.

Our Slurry is performed with M40 trail mix design, 0.45 water/cement ratio and dosage of

superplasticizer and silica fume. The V funnel test, flow table test and L box flow test were

used to evaluate the characteristic of the slurry. And then the mechanical tests like compressive

strength, flexural strength and splitting tensile test were done and measured the strength of

casted concrete. For getting of our aim we used 10*10*10 cm, 10*10*50 cm and D = 15cm

and L = 30 cm moulds for cubes, beams and cylinders respectively..

Keywords: SIFCON, workability tests for fresh concrete, Mechanical tests and admixtures

like silica fume and superplasticizer.


CHAPTER 1.

1.1 Introduction:

Slurry-infiltrated fibres concrete (SIFCON) can be considered as a special type of fiber

concrete with high fibres content. The matrix usually consists of cement slurry or flowing

mortar. SIFCON has excellent potential for application in areas where high ductility and

resistance to impact are needed. Only very limited information is available about its behaviour

under different types of loading. This research is performed in the department of civil

Engineering Sinhgad college Vadgoan (BK) Pune India. It consist of workability tests like V

funnel test, flow table test and L box flow test for slurry and mechanical tests like compressive

strength, flexural strength and splitting tensile strength tests. To study both strength and

deformation characteristics of the specimens. Which combined of ordinary Portland cement,

ordinary sand, water, silica fume and superplasticizers. The results obtained from these tests

have been added and the major conclusions drawn from the investigations are presented.

Slurry-infiltrated fibres concrete (SIFCON) is a relatively new material that can be considered

as a special type of fibre-reinforced concrete (FRC). In two aspects, however namely, fibres

content and the method of production SIFCON is different from normal FRC. The steel fibres

percentage varies between 2 to 8 percent. And for trail mix design water cement ratio was

considered 0.45 and ordinary sand is pass out from 4.75 sieve of IS recommendations. This

performed in shape of cubes 100*100*100 mm, beams 100*100*500 mm and cylinder of size

D =150 mm and L = 300 mm.

SIFCON has been used successfully for refractory applications, pavement overlays, and

structures subjected to blast and dynamic loading. Because of its highly ductile behaviour and

far superior impact resistance, the composite has excellent potential for structural applications

in which accidental or abnormal loads such as blasts are encountered during service. However,

the composite was developed only recently, and only limited data are available on its behaviour

under different types of loading. Therefore, investigations were undertaken at the Sinhagad

College Engineering Pune India,


1.2 Slurry Infiltrated Fibres Concrete (SIFCON):

SIFCON is fibre reinforced concrete but it is produced using a method very different from that

for 'ordinary' fibre concrete. Fibre concrete is usually produced by adding fibres into fresh

concrete. All components are then mixed together and cast into a mould. SIFCON, on the other

hand, is produced by placing fibres into an empty mould first and then infiltrating them with a

cement slurry. The development of 'self-compacting' slurry, which is able to infiltrate itself

among fibres without vibration, is very useful for the practical application of this material in

construction. An investigation into the area of cement slurries was the major part of this

research into SIFCON.

Figure 1.1 Steel fibres with slurry


1.3 Objectives:

The objective of our project work is to make high strength of concrete by slurry infiltra ted

fibers by using steel fibers, silica fume, superplasticizer with cement and sand.

To make more strength.

More compacted and having more resistance.

Develop suitable mix design.

Develop tests for fibers.

Increase fatigue, impact and absorption resistance.

Increase ductility, tensile and flexural strength.

1.4 Scope of the project work:

SIFCON is one type steel reinforced concrete which can apply in many fields of constructions

and can make changes for behavior of the concrete structure such that to remain safe from

climatic conditions and can make develop suitable tests for fresh slurry (V funnel test, flow

table test and L box test) which is workability tests and mechanical tests to improve the concrete

structure against compressive, tensile and flexural strength.

Figure 1.2 Different types of specimens


CHAPTER 2.

Literature Review:

1. Improvement of Self-Compacting Cement Slurry for Autoclaved SIFCON

Containing High Volume Class C Fly Ash:

Author: (Mert Yücel Yardimci, Serdar Aydin, Hüseyin Yigiter, Halit

Yazici)

Dokuz Eylul University Engineering Faculty Department of Civil

Engineering, Buca–İzmir/Turkey.

About Experiment:

In this experiment they described the SIFCON as a special type of steel fiber reinforced

cement composite. These composites are produced with fiber volume fraction values

between 5 to 20% depending on fiber type. Fibers are pre-placed in the forms and

Cement rich slurry is poured or pumped into the forms. In this paper problems like

Excessive heat of hydration and high production cost is solved by using minera l

admixtures. The 28-day strength of standard cured specimens is achieved at about only

24 hours. By autoclave curing in case of reactive siliceous material incorporation.

Instead of silica fume, fly ash, ground granulated blast furnace slag and fine quartz can

be used as a silica source. In this study, Class C fly ash was used as a silica source and

effects on fresh and hardened properties of autoclaved SIFCON have been investiga ted.

Four main factors that affect behavior of SIFCON.

a) Slurry strength

b) Fiber volume

c) Fiber alignment

d) Fiber type

Experimental study is replacement ratio of Class C FA: 20 –40 –60 % of cement (by

weight)


Tests on slurry:

1. (On fresh slurry) Mini flow test, V funnel test and J penetration test

2. (On autoclaved hardened slurry) Flexural test Compressive str. test

3. (Tests on autoclaved SIFCON) Flexural test, Compressive str. test (both parallel

and perpendicular to fibers), Splitting tensile test (both parallel and perpendicular to

fibers)

And they used port land Cement, aggregate, lime stone fine, water, fly ash, (hooked

and steel fiber) and Super plasticize as mixture components.

Experimental Results:

Fresh slurry should satisfy following criteria.

a) Appropriate flow ability

b) Adequate viscosity

c) High filling ability (full J-penetration)

Conclusions:

1. Test results showed that, FA incorporation increased the viscosity of slurry.

However, it can be controlled with using proper amount of SP. Thus, high volume

FA slurry,that has proper flow ability and filling ability into high volume fiber

network without vibration effort, can be produced.

2. J-penetration test is a useful tool to assess the filling ability of SIFCON slurry into

the fiber network.

3. Class C fly ash replacement improved the mechanical behavior of autoclaved slurry

and SIFCON specimens remarkably. Test results indicated that fly ash can be used

as a silica source for autoclave curing.

4. Class C fly ash replacement seems to be feasible solution for SIFCON production

especially under autoclave curing.


2. Introduction to Steel Fiber Reinforced Concrete with SIFCON:

Author: (Department of civil engineering, Ahsanullah University of Science

and Technology)

About experiment:

In this paper information is given only about steel fibers why it is use for concrete,

classification of fibers, different types of fibers for SIFCON, cross section of steel

fibers, classification of steel fibers, mix design of SFRC, properties of concrete

improved(compressive strength, tensile strength and flexural strength), application of

FSRC and limitation of FSRC.

Conclusions:

It was all about fibers which can make the concrete high strength and suitable for

different types of structures and low weight with economical cost.

3. Studies on Slurry-Infiltrated Fibrous Concrete (SIFCON):

Authors: (V. S. Parameswara, T. S, Krishnamoorthy, K. Balasuubramanian

and Santhi GangadarA)

The structural engineering research center (SERC), CSIR Campus, Taramani,

Madras- 600 113, Idia, Loads. Transportation research record 1382.

In Transportation Research Record 1226, TRB, National Research Council,

Washington, D.C., 1989, pp. 69-77. Publication of this paper sponsored by

Committee on Mechanical Properties of Concrete.

About Experiment:

In this experiment tests on 20-mm-thick SIFCON specimens were carried out in the

Structural Engineering Research Center (SERC), Madras, India, to study their behavior

in flexure and under subjection to abrasion and impact loads. Toughness characterist ics

of SIFCON were also evaluated by testing another set of specimens 100 x 100 x 500

mm per AS f M C1018. Both strength and deformation characteristics of the specimens

were studied. The results obtained from these tests were compared with those carried


out on companion plain mortar and conventional fiber reinforced mortar (FRM)

specimens. The investigations confirm the superior characteristics of SIFCON as

compared with plain and normal FRM. Major conclusions drawn from the

investigations are presented. The fiber content of FRC generally varies from 1 to 3

percent by volume, but the fiber content of SIFCON varies between 5 and 20 percent.

Materials Used:

The materials used in casting the test specimens consisted of Portland cement, fine

river sand, straight steel fibers, and a high-range water-reducing admixture called

CONPLAST-430. The cement conformed to Bureau of Indian Standards (IS) 269-

1976. The sand was sieved through a 1.18-mm sieve to segregate the coarser particles.

Round steel fibers of 0.4-mm diameter and a tensile strength of 1000 MPa were used.

Mix Proportions and Casting of Test Specimens:

Flexure, Abrasion, and Impact tests are performed in paper.

Details of mix proportions used for making the test specimens are intended for flexure,

abrasion, and impact tests. The SIFCON test specimens were cut from previously cast

SIFCON slabs of 400 x 400 x 20 mm. The slabs themselves were cast using a wooden

mould. A hand-operated steel roller was employed to compact the fibers inside the

mould. Cement mortar slurry obtained from an electrically operated mortar mixing

machine was poured uniformly over the preplaced fibers in the mold. The slurry

consisted of cement and fine sand (passing through a 1.18-mm sieve) mixed in the

proportion of 1:1 by weight. Compaction by table vibrator was used to ensure complete

penetration of the slurry into the fiber pack. Twenty-four hours after casting, the slabs

were demolded and cured in water for 28 days. FRM and plain mortar test specimens

were also prepared in a similar manner from the respective slabs of 400 x 400x 20 mm.

The dimensions of the test specimens cut from the slabs (with the help of a concrete

cutting machine) and used for flexure, abrasion, and impact tests were 400 x 100 x

20mm, 70 x 70 x 20 mm, and 180 x 180 x 20 mm, respectively. Plain mortar cube

specimens 70 x 70 x 70 mm were also cast to ascertain the compressive strength of the

mortar used.


Conclusions:

1. SIFCON specimens with 8 percent fiber content showed a fivefold increase in

(hypothetical) ultimate flexural strength over companion plain mortar specimens and a

twofold increase over normal FRM specimens with 2 to 4 percent fiber content. Fibers

with an aspect ratio of 75 were found to contribute more to the hypothetical ultima te

flexural strength of SIFCON than those with an aspect ratio of 100. Higher fiber

percentages also gave higher ultimate flexural strength for the same aspect ratio.

2. SIFCON specimens exhibited greater ductility and greater resistance to cracking and

spalling of concrete than normal FRM specimens.

3. Whereas the abrasion resistance generally improved to a peat extent with the addition

of fibers, even for FRM specimens, the improvement was phenomenal for SIFCON,

This result suggests that SIFCON is ideally suited for applications demanding a high

degree of wear and abrasion resistance.

4. The extent of damage in SIFCON due to impact load was found to be far less when

compared to plain mortar and normal FRM, confirming thereby the superior impact

resistance of SIFCON.

4. SIFCON With Sand:

Author: (R. Mondragon)

New Mexico Engineering Research Institute University of New Mexico

Albuquerque, NM 87131. September 1988

Approved for public release; distribution unlimited from OCT 20 1988

Air force weapons laboratory.

About Experiment:

This report documents a material progenies development program involving slurry

infiltrated fiber Concrete (SIFCON). This program investigated the use of sand in

SIFCON slurries and was a part of a larger research project concerning the use of

SIFCON in large-scale construction. Both programs and both reports were performed

by the New Mexico Engineering Research Institute (NMERI) for the Air Force Weapons

Laboratory (AFWL). Also in this paper is considered about needs and scope of SIFCON.


This preliminary program was performed in two phases. The first phase primarily

focused on defining the factors that affect infiltration of sand slurry into SIFCON steel

fibers. This phase identified as the infiltration study. To accomplish this, several tests

were performed. These tests are described below. The purpose of the second phase,

designated as the selected SIFCON study, was to observe the effects on compressive

strength when using sand In selected SIFCON mixes. To accomplish this, five different

mixes were prepared and SIFCON slabs were molded. From these slabs cored test

specimens were removed and tested after 30 days for uniaxial unconfined

compressive strength. Three tests were performed and observations made on the slurry

mixes of the first phase the tests included ASTM C-939 flow tests, cube strength tests

and a specially devised test designated as the penetration test. The flow test was used to

measure the relative fluidity of the slurries. The cube strength test was used to measure

the uniaxial compressive strength of the slurries. The penetration test was an attempt to

measure the relative ability of sand slurries to penetrate various fiber types. Observations

were also made on saw ctut specimens of SIFCON containing all the slurries produced

in this phase.

Slurry Mixing:

The following procedures were used on the major slurry infiltration study mixes where

the sand percentages were varied.

Figure 2.1 Mix identification codes for selected SIFCON study mixes.


Tests:

Fluidity tests, Penetration test, Slurry Compression Tests, SIFCON Compression tests and

Penetiation tests. In this paper SIFCON cost study and cost material is also mentioned.

Conclusions:

This preliminary program demonstrated that sands can be successfully added to

SIFCON slurries and that certain advantages can be gained from their use. It was also

demonstrated that to ensure successful use, careful proportioning and quality control is

needed. Several conclusions can be drawn from the results.

5. Elucidating the mechanical behavior of ultra-high-strength concrete under

repeated impact loading:

Author : (Yuh-Shiou Tai and Iau-Teh Wang)

Department of Civil Engineering, ROC Military Academy, 1 Weiwu Rd,

Fengshan, 830, Taiwan, ROC

(Received August 9, 2009, Accepted September 7, 2010)

About Experiment:

In this experimental work introduction is given about SIFCON and steel fibers concrete.

Materials which is used for this paper are ordinary Portland cement which the chemica l

compositions of the cement and SF are shown in Table 1, course aggregate was natural

crushed gravel of continuous grades with a maximum particle size of 10 mm, a specific

gravity of 2.65, and absorption% of 1.3% and Crushed crystalline quartz powder is a

critical component in heat-treated RPC concretes. The reactivity during heat treatment

is maximal for an average particle size of between 5~25 µm. An average particle size

of 10 µm was used. To improve slurry at low water-cement ratios, a high-performance

water-reducing agent was used in the study.

Table 2.1 Properties of cement and silica fume.


Mixing proportions and specimen casting:

Concrete mixes were prepared using a Hobart-type laboratory mixer with a capacity of

0.15 m3. Cement, quartz fume, silica fume and silica sand were mixed first, and then

water containing the appropriate amount of water-reducing agent was added. Steel

fibers were added during the final mixing stage. The recommended dosages of the fibers

by the manufacturer are divided into three categories, and the maximum dosage for

each is 80, 160 and 240 kg/m3. This corresponds to fiber volume fractions (Vf) of 1.0%,

2.0% and 3.0%. And different types of tests are done such as impact tests, this study

performed a quasi-static compression test for each set of specimens. Quasi-static

compressive tests were performed in a closed loop, servo-controlled MTS810 test

machine with a capacity of 1000 KN.

SHPB test principle:

To study the mechanical properties of materials under dynamic loadings, the SHPB test

device was used most frequently. Since it was first developed by Klosky (1949), the

SHPB device has been the primary method employed by researchers for dynamic

testing.

Result:

Material Cement SF

Chemical composition (%)

SiO2 22.60 90

Al2O3 3.75 1

Fe2O3 4.55 1

CaO 63.15 0.4

MgO 2.17 1

SO3 1.88

C 2

Loss on ignation 0.62 3


Quasi-static test results and dynamic tests results are also shown in

calculation table and stress strain graph which is indicates the strength of

concrete block.

Conclusions:

Based on repeated impact tests of HSC and UHSC of this study, we conclude the

following:

1. This study performed repeated impact tests for specimens with various steel-fiber

volume rates using a SHPB test device. Experimental findings indicate that when a

specimen is under dynamic loading, the destruction process can be considered the

result of the combined effect of strain rate hardening and damage softening. During

the initial loading stage, damage is less significant than that during subsequent

loading, and the major reaction is due to the effect of strain rate hardening. As

loading increases, material internal damage increases. When a specimen had no

steel fibers or when the volume of steel fibers was relatively low, a large number of

micro cracks extended along the weakness band, forming a damage transition zone,

and eventually resulting in specimen destruction.

2. Compressive damage of concrete results from development of unstable micro

cracks. When loading speed is high, the increase in inertial resistance is caused by

the bridging effect and the fact that cracking speed peaks or steel fibers crossing

both sides of the cracks, resulting in delayed deformation and an increase in

dynamic strength during loading.

3. Under impact loadings, the dynamic energy absorption property of specimens is

directly proportional to specimen strength and steel-fiber content. Experimenta l

results suggest that the energy absorption of the UHSC-F3 specimen is markedly

superior to that of other specimens.

6. The performance of natural and synthetic fibers in low strength mortar:

A pilot study of six selected fibers.


Author: (Felicity Aku Amezugbe)

University of Florida 2013.

About Experiment:

This pilot study explored the use of six different types of fibers and a control sample in

mortar to assess the fiber’s impact on compression and tension. And in this experiment

forty two mortar mixes were designed and made using the various types of fibers and

controlled specimen. Compressive and tensile strength (psi) tests were performed on

the samples. Their strengths were compared and analyzed. The compressive test results

showed polypropylene fiber performing best with 798 psi and least performed is the

controlled specimen with no fiber with 516 psi. The tensile test results showed

polypropylene fiber performing best with 848 psi and least performed is the controlled

specimen with no fiber with 340 psi. There was significant difference between the

synthetic polypropylene fiber and the non-fiber mortar. It performed almost 150%

better than the controlled non-fiber mortar.

Aims and Objectives of Study:

The aim of this research was to theoretically and experimentally quantify and compare

the performance to compare the performance of natural and synthetic fibers in low

strength mortar using easily accessible fibers like recycled PET fiber, coconut fiber,

sisal fiber, synthetic hair fiber, engineered microfiber and polypropylene fiber strands.

Mortars are usually cement and sand with either lime or a plasticizer added to improve

workability.

In this paper also given information about types of mortar. Like Mortar Mix Type S,

Mortar Mix Type M, Mortar Mix Type O and Mortar Mix Type N.

Information about application of fibers in construction and different types

of fibers like Coconut Fiber, Sisal Fiber, Synthetic Fiber, Recycled Polyethylene

Terephthalate (PET) Fiber, Recycled PET Rope, Shredded Recycled PET Fiber,

Polypropylene Fiber Strands, Engineered Microfiber and Synthetic Hair Fiber.


Figure 2.2 Typical stress-strain with a 2 percent fiber.

Mortar Types and mix design:

Masonry mortar types are specified by American Standard Testing Method (ASTM)

C 270, Specification for Mortar for Unit Masonry. Mortars were evaluated by ASTM

C 780, Preconstruction and Construction Evaluation for Mortars for Unit Masonry.

A mix design was chosen based on the ASTM C 780 for a Type O mortar. Mortars

sampled were made in 3x6 inches cylinders. The molds were filled three times and

tapped four times on a solid based after addition of each increment.

Mortar Testing:

American Society for Testing and Materials (ASTM) C39: Compressive Strength of

Cylindrical Concrete Specimens.

The test was done in compliance with ASTM C39. This test is also known as destructive

testing of hardened concrete. The strength of the mortar to be tested is affected by the

length to diameter (L/D) ratio of the cylinder and the condition of the ends of the

cylinder samples is noted to determine the failure mode of the concrete. The loading

rate of the compression machine is typically between 20-50 psi/sec.


ASTM C496: Splitting Tensile Strength of Cylindrical Concrete Specimens:

The test was done in compliance with ASTM C496. This ASTM test method covers the

determination of the splitting tensile strength of cylindrical concrete specimens.

Fiber types are used:

Recycled PET Fiber

Polypropylene Fiber Strands

Coconut Fiber

Sisal Fiber

Synthetic Hair Fiber

Engineered Microfiber

Results:

A total of 48 specimens molds was be made; 12 each for the recycled PET fiber,

coconut fiber, sisal fiber, synthetic hair fiber, polypropylene fiber strands, microfiber

and non-fiber respectively. Testing was done 28 days after casting. The compressive

and tensile tests were carried out on the mortar specimen.

Conclusions:

From the results of the pilot study, it can be said that the addition of the natural and

synthetic fiber in low strength mortar significantly increased the compressive and

tensile strength of the mortars. The controlled specimen with no fibers performed least

with 516 psi and 340 psi for compression and tension respectively. The pilot study also

indicated that it is possible to satisfy the code requirements given that the minimum

compressive strength needed for a Type O mortar is 350 psi. As this is a pilot study

further work will be done to validate these initial findings.


CHAPTER 3.

3.1.Outline Of Work:

After primary presentation we performed the practical works like preparation of material

discussion about work line which is starting casting of concrete, displace of that and curing for

28 days .then testing is conducted in the lab and recording of values make final report and final

presentation.

Table 3.1 Schedule for out line of work

Date Descriptions

1st Dec to 10th Dec For discussion and material preparation from market.

11th Dec to 20th Dec For mixing procedure.

21st Dec to 1st Jan For workability tests and casting.

2nd Jan to 4th Jan For drying

5th Jan to 2nd Feb For curing 28 days.

3th Feb to 30th Feb For testing and calculations.

1st March onwards For preparation of final presentation

3.2.Material preparations:

1. Ordinary sand.

2. Ordinary Portland cement.

3. Superplasticizer. (PLAST-M 505)

4. Fibers.

Steel fibers (0.2 to 0.5 mm thick) hook shape.

Fiber dimensions: 30 mm long with the diameter of 0.55 mm.

The aspect ratio and tensile strength of the fiber are 55 and 1100 MPa,

respectively.


3.3.Mix proportions for slurry:

Trial mixes are tested for different proportions of cement, sand, silica fume and

superplasticizers. After testing of all sample blocks we got average value of all proportions,

that one which given best result, then used as a mix proportion for main project work. It was

around M40 grade of concrete.

Cement and sand = 1:1

Silica fume = 15 %

Superplasticizers = 14 ml/kg

Water / cement = 0.45

3.4.Calculation for steel fibers percentage:

We used different percentage of fibers for our project like 4%, 6%, 7% and 8%. In this case we

want to calculate percentage of steel by volume for cylinder as a sample.

Dimensions; D = 150 mm and L = 300 mm.

Then; Volume of mold = ( π / 4 ) * D2 * L = 0.0053 m3

And; Density of steel fibers = 7800 kg/m3

As an example volume of fibers for 7 % is;

V f of 7% = 7/100*7800*0.0053 = 2.89 kg.

Figure 3.4 steel fibers


3.5.Tests for specific gravity of sand:

We performed the simple specific gravity test for ordinary sand and got suitable value.

W1 = 489 gm

W2 = 756 gm

W3 = 1451 gm

W4 = 1286 gm

Sp. Gr.at Room Temp = (W2−W1)

(W2−W1)−(W3−W4) = 2.6176

Then we got suitable value according to IS (2.4 to 2.7)

3.6.Workability Tests:

Workability of concrete describes the ease or difficulty with which the concrete is handled,

transported and placed between the forms with minimum loss of homogeneity. And shows the

consistency and flow ability of fresh concrete. If consistency is not at desired level concrete

will not have the required strength.

1. V funnel test:

Consisting of a V funnel shape which is steel frame; all the slurry is poured fully in side

frame the and then the gate is opened and time of flow is recorded

T f avg = 4 – 5 seconds.

2. L box flow test:

It has L shape frame of steel; all the slurry is poured fully then the gate is opining the

concrete starting flowing and the time which is spend is recorded.

T f avg = Max 4 seconds.

As per IS the flow is super high flow for both tests (V funnel test and L box flow test)


3. Flow table test:

As we know the basic points should be considered such as upper diameter, lower diameter,

first flow and number of blows for our test result is as below. Consisting of half conical shape

steel frame and a circular flow table with arrangement of handle producing number of blows.

Upper diameter = 17 cm.

Lower diameter = 25 cm

First flow = 32 cm

Number of blows = 15

After blows diameter = 60 cm

Then result is high flow according to this test.

Figure 3.6 V funnel, flow table and L box shape for workability test


3.7. Casting of concrete blocks:

In different shapes cubic blocks 100X100X100mm, rectangular blocks 100X100X500 mm

and cylindrical shape D=150 mm and L=300 mm according to different tests are prepared for

compressive strength, flexural strength and tensile strength test respectively.

3.7.1 compressive strength test:

This test is performed after 28 days curing for cubic blocks of all percentage of steel fibers by

compression machine test and result is as below table.

Table 3.7.1 for 4%, 6%, 7% and 8% of steel fibers for cubes.

Sr. No Wt. of block

(Kg)

App. Load

(KN)

C/S Area

(mm)

σc = F/A

N/mm2

For 4% of steel fibers.

1 2.30 540 100*100 54

2 2.35 520 100*100 52

3 2.37 590 100*100 59

Average 2.34 550 100*100 55


1 2.408 590 100*100 59

2 2.452 620 100*100 62

3 2.430 600 100*100 60

Average 2.430 603.3 100*100 60.33


1 2.470 690 100*100 69

2 2.458 670 100*100 67

3 2.455 620 100*100 62

Average 2.461 660 100*100 66


1 2.469 750 100*100 75

2 2.530 730 100*100 73


3 2.485 710 100*100 71

Average 2.494 730 100*100 73

Figure 3.7.1 for compression test.

3.7.2 Splitting tensile test:

Splitting tensile strength test is performed by compression machine test over the cylindrical

shape which consist of different percentage of steel fibers to specify the tensile strength of

cylinder. And cylinders were with dimensions of D = 150 mm and length L = 300 mm. curing

time was for 28 days. And during test we used a steel rod of 12 mm thick over the cylinder

for distributing of load in a homogenous conditions. And taken result is suitable. And tensile

strength can calculate by following formula.

T = (2P) / (πLD)

Where; T = Splitting tensile strength.

P = Max Applied Load.


L = Length in m.

D = Diameter.

Table 3.7.2 for 4%, 6%, 7% and 8% of steel fibers for cylinder.

Sr. No Wt. of block

(Kg)

App. Load

(KN)

C/S Area

(mm)

T = (2P)/(πLD)

N/mm2


1 11.54 450 Π/4*1502 6.366

2 12.00 490 Π/4*1502 6.932

3 11.88 480 Π/4*1502 6.720

Average 11.8 473.33 Π/4*1502 6.63


1 12.18 640 Π/4*1502 9.054

2 11.98 600 Π/4*1502 8.488

3 12.14 600 Π/4*1502 8.488

Average 12.1 613.33 Π/4*1502 8.67


1 12.66 680 Π/4*1502 9.620

2 12.74 730 Π/4*1502 10.327

3 12.78 740 Π/4*1502 10.542

Average 12.72 716.67 Π/4*1502 10.16


1 12.90 830 Π/4*1502 11.74

2 12.90 840 Π/4*1502 11.88

3 12.92 800 Π/4*1502 11.31

Average 12.91 823.33 Π/4*1502 11.64


Figure 3.7.2 for tensile strength test.

3.7.3 Flexural strength test:

This test is performed for specifying of flexural strength of SIFCON by universal testing

machine (UTM). All blocks are casted in the form of beams with the dimension of

100*100*500 mm size. This test is done by four point method, the length of beam is divided

in suitable partitions and indicated by lines and applying load at center of the upper span. The

distance for upper span was 150 mm and the lower span was 300 mm. all beams are casted

with 4%, 6%, 7% and 8% of steel fibers with 28 days curing. The result is coming out in the

form of pdf file with the help CPU and desk top which is connected to the UTM by software

of micro control system (MCS). Universal machine consists different components like UTM,

hydraulic unit, control panel and CPU plus Desk top.


Figure 3.7.3 Components UTM

The following formula is using for calculation of this arrangement which is rectangular sample

under loading of four point bending setup where the loading span is one third of the support

span.

σ = FL/bd2

Where; σ = is flexural strength

F = is load at fracture point

L = is length of support span

B = is width

D = is thickness

Figure 3.7.4 Components UTM


Table 3.7.3 for 4%, 6%, 7% and 8% of steel fibers for beams.

Sr. No App. Load

(KN)

C/S Area

(mm)

σ = FL/bd2

N/mm2


1 51.0 100*100 15.30

2 44.8 100*100 13.44

3 57.0 100*100 17.10

Average 50.9 100*100 15.28


1 45 100*100 14.00

2 59 100*100 17.70

3 55 100*100 16.00

Average 53 100*100 15.9


1 52.6 100*100 16.00

2 55.6 100*100 16.50

3 58.5 100*100 17.80

Average 55.56 100*100 16.76


1 89.1 100*100 26.70

2 60.7 100*100 18.21

3 86.6 100*100 24.10

Average 78.8 100*100 23

Figure 3.7.5 Beams


CHAPTER 4.

4.1 Result And Discussion:

From this project work we could found different aspects for concrete with steel fibers. For fresh

concrete different types of workability tests developed. And we performed different percentage

of steel fibers with a common water cement ratio of 0.45. We plotted graphs for all concrete

blocks according to average values.

4.1.1 Graph for Compressive Strength Test:

In X axis steel fibers percentage and in Y axis average comp strength.

The above graph shows increase in percentage steel fibers leads to increase in average

compressive strength.

4.1.2 Graph for Splitting Tensile Strength Test:

In X axis steel fibers percentage and in Y axis average splitting tensile strength.

0

10

20

30

40

50

60

70

80

0 1 2 3 4 5 6 7 8 9

Ave

Co

mp

Str

engt

h

Steel Fiber %

Ave Comp Strength

0

2

4

6

8

10

12

14

0 2 4 6 8 10Spli

ttin

g Te

nsi

le S

tren

gth

Steel Fiber %

Splitting Tensile Strength



splitting tensile strength.

4.1.3 Graph Flexure Strength Test:

In X axis steel fibers percentage and in Y axis average flexural strength

.


flexural strength.

Figure 4.1 Result.

0

5

10

15

20

25

0 1 2 3 4 5 6 7 8 9

Ave

Fle

xura

l Str

engt

h

Steel Fiber %

Ave Flexural Strength


CHAPTER 5.

5.1 Conclusion:

1. We performed workability tests for fresh concrete, then we obtained flow ability of

concrete as per IS and result was super high flow.

2. For test of Sp. Gravity of sand we got suitable value 2.67, means sand is suitable for

concrete mix.

3. It is observed that compressive strength increases with the increase in the percentage of

steel fibers.

4. It is observed that spitting tensile strength increases with the increase in the percentage of

steel fibers.

5. It is observed that flexural strength increases with the increase in the percentage of steel

fibers.


5.2. References:

1. D. R, tankard and D. H. Lease. Highly Reinforced Precast Monolithic Refractories.

American Ceramic Society Bulletin, Vol. 61, No, 7, July 1912, pp. 72S-732. 2.

2. V. S. Paramcswaran, T. S. Krishnamoorthy, and K. Balasuhramanian, Development

of High Fiber Volume Composite Overlay for Heavy Traffic Loads. Presented at the

National Seminar on Airfield Pavements, Feb. 1990, New Delhi, India.

3. D. R. Lankard. Slurry Infiltrated Fibre Concrete (SIFCON). Concrete International,

Dec. 1984, pp. 44-47,

4. D. R. Lankard and J. K. Newell. Preparation of High Reinforced Steel Fibre

Reinforced Concrete Composites. AC! SP-81: FiberReinforced Concrete—

International Symposium, American Concrete Institute, Detroit, Mich., 1984, pp, 287-

306,

5. P. Balaguru. Behaviour of Slurry Infiltrated Fibre Concrete (SIFCON). Proc,,

International Symposium on Fibre Reinforced Concrete, Dec, 1987, Madras, India,

pp. 7.25-7.36.

6. Product Summary Guide: Fosroc Construction Chemicals. Fosroc Chemicals Limited,

Bangalore, India, 1991.

7. V. S. Parameswaran, T. S. Krishnamoorthy, and K. Balasubra maman. Behaviour of

High Volume Fibre Cement Mortar in Flexure. Cement and Concrete Composites,

Vol. 12, 1990, pp. 293301.

8. P. Balaguru and J. Kendzulak. Mechanical Properties of Slurry Infiltrated Fibre

Concrete (SIFCON). ACI SP-I05: Fiber Reinforced Concrete Properties and

Applications, American Concrete Institute, Detroit, Mich., 1987, pp, 247-268.

9. V. Ramakrishnan, G, Y. Wu, and G. Hosalli. Flexural Behavior and Toughness of

Fiber Reinforced Concretes. In Transportation Research Record 1226, TRB, National

Research Council, Washington, D.C., 1989, pp. 69-77.


Annexure

Result of Micro Control Systems for flexural tests:

1. Result for 4% of flexural test:

Table 1. for 4% of steel fibers of flexural test.

Graph 1. for 4% of steel fibers of flexural test.


Table 2 for 4% of steel fibers of flexural test.

Graph 2 for 4% of steel fibers of flexural test.

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