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Twin Steel Helix Fiber Reinforced Concrete

P. Alekhya1, R. Prashanth Kumar2, N. Murali Krishna3
1 M Tech Student, CVR College of Engineering/ Department of Civil Engineering, Hyderabad, India.
Email: alekhyapodila@gmail.com
2Assoc. Professor , MVSREC, Department of Civil Engineering, Hyderabad, India.

Email: prashanthkumarsharp@gmail.com
3Professor, CVR College of Engineering/ Department of Civil Engineering, Hyderabad, India

Email: nmuralikrishna 1956@gmail.com

Abstract: As on date the most widely used construction A. TSHFRC-OTHER TYPES FRC
material is still Reinforced cement concrete. As concrete is
strong in compression and week in tension, steel is placed in Ferro-cement is a composite material consisting of steel
concrete where ever tension is anticipated. The process is wool and cement mortar. It consists of closely spaced wire
proven to be cumbersome, time consuming and expensive. fabric which are impregnated with rice cement mortar mix.
Fiber reinforced concrete has emerged as a consequence which The steel wool is generally obtained from lathe machining
offers improved tensile strength in addition to increased job works, mechanical workshops, are usually 0.5-1.0mm
compressive strength. Twin steel helix fiber with more wide with varying lengths. The structural orientation of the
frictional resistance are added in concrete matrix to improve steel wool can be arbitrary. The steel wool is mixed with
tensile strength of concrete. In this paper experimental results cement mortar of cement sand ratio 1:2 with water cement
of compressive strength and tensile of different grade of ratio 0.4-0.45 the thickness of Ferro-cement elements
concrete with different dosages of twin steel helix fibers are usually varies from 20mm-30mm. this material is found
presented. suitable in making special types structural elements like
shelves which have strength through forms, and structures
Index Terms: Twin steel helix Fiber reinforced concrete
like roofs, silos, water tanks and pipe lines. The
(TSHFRC), Tensile strength.
development of Ferro-cement depends on suitable casting
I. INTRODUCTION techniques for required shape. Development of proper
fabrication techniques for Ferro-cement is still not a widely
It’s a well-known fact that even as on this date too, explored. Areas and gaps need to be filled. Fiber reinforced
reinforced cement concrete is still the most widely used concrete is a composite material consisting of cement
construction material all over the world. It is well known mortar or concrete, discontinuous, discrete, uniformly
that concrete is strong in compression and weak in tension dispersed fibers and steel reinforcement. It has been
and as a reason steel is used at all locations where tensile recognized long since that the additional of small, closely
stress develops in all structural elements. However, spaced and uniformly dispersed fibers to concrete would act
availability of a construction material which can resist both as crack arrester and would substantially improve its static
and dynamic properties. Unlike the Ferro-cement n fiber
compression and tension and can be produced with equal
reinforced concretes, in which fibers s are used in addition
ease as conventional concrete is most desirable. Such a to rebar, in TSH fiber reinforced concrete usage of rebars
construction material shall also be economically viable, drastically reduced or avoided all together. The TSH fibers
easy for production, handling and placing and yet durable are twisted fibers made from electrogalvanized steel. The
like conventional RCC. Twin steel helix fiber reinforced twist changes the failure mechanism from simple pulling
concrete (TSHFRC) as a construction material is the right out to torsion mode resulting in a more efficient use of steel
choice meeting all the above requirements. TSHFRC fiber.
consists of two tiny steel wires of 0.25mm diameter twisted
B. ADVANTEGES OF TSH FIBER CONCRETE
together and cut into pieces of 20mm length added to
cement concrete during mixing, replacing the rebar to some 1. Unlike rebar or mesh, helix increases the pre-crack
extent or in full to achieve higher crack resistance and modulus of rupture.
structural strength throughout the concrete mass in all
directions. The shape of cross section and the number of 2. Adds post crack tensile strength.
twists of steel and cement concrete. The steel wire, with its
3. Does not permit micro cracks to develop.
twisted profile is a far superior reinforcement and is a better
improvement over fibers of any time. When concrete is 4. Works in all three dimensions and throughout the entire
stressed or bent, the fibers with smooth profile will slide- section of concrete.
out with minimal possible friction. But the same fibers
provided with deformation like a hooked end or corrugation 5. Excellent shear protection.
adds friction and increases pullout force.

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These are three reasons engineering prefer to use helix III. EXPERIMENTAL INVESTIGATION

1. First crack prevention. In the present study the TSH fiber reinforced concrete
elements of grades corresponding to M20, M25 and M30
2. Post crack strength increase and with different percentages of helix mesh reinforcement are
3. Overall cost reduction. taken-up. The concrete mix design has been carried out
using IS code method as per 10262-2009. The cement that
C. OBJECTIVES OF THE PRESENT STUDY is used in the concrete mix confirm to OPC 53grade of
make ultra tech. the coarse aggregate size varies from
1. To establish a stress strain relation of TSH fiber
10mm to down below, belongs to the quarry Deshmukh
reinforced concrete in both compression and tension, that
located in Nalgonda district. The fine aggregate used is Rob
can well establish the overall stress strain behavior.
sand belonging to the quarry Deshmukh located in
2. To develop moment carrying capacities of rectangular Nalgonda district. Potable water is used for concrete
sections using both TSH fiber reinforced concrete and making. Making use of above material, the mix design of
conventional reinforced concrete. concrete conforming to grades M20, M25 and M30 have
been designed under controlled conditions in the laboratory
3. To develop equivalent rectangular stress block environment using IS code method as per provisions of BS
parameters for TSH fiber reinforced concrete in order to code 8110 no of cylinders of size 150mm diameter and
extend the concepts of stress block analysis to design 300mm long were prepared to carry out compression tests.
structural member. The cylinders are prepared with percentages of helix fiber
mesh varying from 0%, 0.15%, 0.30% and 0.45%. They are
II. LITERATURE REVIEW
cured for 28days, before testing is carried out. Similarly,
Antoine E, Naaman (2003) described in this paper the concrete prisms 500mm long with 100mm*100mm
usage and application of new generation of steel fibers for sectional dimensions are also prepared conforming to
use in cement, ceramic and polymeric matrices [1]. grades M20, M25 and M30 with helix fiber mesh varying
from 0%, 0.15%, 0.3% and 0.45%. The concrete prisms are
Flavio de Andrade silval et al (2009) performed an used for bending tests.
experimental investigation to understand the sisal fiber pull
out behavior from a cement matrix [2]. A. COMPRESSION TEST

Dong-joo kim et al (2009) Provided the performance of After having designed the concrete mix as described
an innovative slip hardening twisted steel fiber in the above, the concrete cylinders with 150mm diameter 300mm
compression with other fibers including straight steel long have been casted. The compression test has been
smooth fiber, high strength steel hooked fiber, SPECTRA performed on the concrete cylinders to evaluate the
(High molecular weight polyethylene) fiber and PVA fiber compressive strength of fiber reinforced concrete. During
[3]. the process of performing tests the relation between the
stress and strain is also plotted. Concrete cubes were also
Gustavo J Parra-Montesinos (2005) investigated recent prepared of sizes 150*150*150mm and were tested to
applications of tensile strain-hardening, high performance evaluate for compressive strength after 28 days curing the
fiber reinforced cement composites (HPFRCCs) in earth- test was performed as per IS516-1959.
quake resistant structures is presented. [4]
B. TENSION TEST
Min-yuan cheng et al (2010) investigated effectiveness
of steel fiber reinforced cement for increasing punching The tension test to evaluate the tensile strength of
shear strength and ductility in slab subjected to concrete and the stress strain variation in the concrete is
monotonically increased concentrated loads are presented performed using two methods.
[5]
1. Split tensile test
The discovery of Vikant S. vairagade et al (2013) is
2. Uni-Axial direct tensile test
based on the laboratory experiment; cube and cylindrical
specimens have been designed with metallic and non- 1. SPLIT TENSION TEST:
metallic groups of fibers. In metallic fibers, steel fibers of
hook end with 50, 60 aspect ratio and crimped round Split tensile strength on cylinders was carried out
(copper coated) of 52.85 aspect ratio containing 0%and according to the procedure given in IS 516-1956.
0.5% volume fraction were used without adding admixtures Immediately after the removal of cylindrical specimens
[6] from the water tank are kept on the test surface. The
surfaces, which are to be in contact with the packing strips.
The bearing surfaces of the testing machine were wiped

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clean. The cylinder was placed horizontally in the centering 3. The stress strain curve in compression and
with packing skip (wooden strip)/ or loading pieces
carefully poisoned along the top and bottom of the plane of 4. The stress strain curve in tension.
loading of the specimen. The wooden pieces were placed on IV. DESIGN METHODOLOGY USING TSHFRC
top of the cylinder and bottom of the cylinder, so that the
specimen is located centrally. The load was applied without A. FLEXURAL ELEMENTS:
shock and increased continuously at a normal rate with the
The method of development is as described under:
rage 1.2N/mm2/min to 2.4N/mm2/min until failure of the
specimen. Let the sectional dimensions of the member be B and D,
where B is the width and D is the depth of the section. As
The maximum load applied was recorded at failure and
the member is subjected to bending moment the member
the appearance of concrete and unused features in the type
bends causing maximum bending strains on the extreme
of failure was observed. The test result is presented in the
fibers of the beam section. On one extreme edge it is tensile
table form, and then the splitting tensile strength of the
and on the other it is compressive, assuming zero value
specimen was calculated by using the following formula,
strain at a particular locationwithin the depth of the section.
Fct=2P/π*L*d This location is referred as neutral layer. The strain along
the depth of the section varies uniformly. The location
Where, P= Maximum load in newton applied to the where the strain is zero, the magnitude of the stress is
specimen, L= length of the specimen in mm, D= cross obviously zero. In the zone of the tensile strain, the
sectional dimension of the specimen in mm corresponding tensile stresses can be mapped, obtained
from the relevant stress strain curve. Similarly, in the
2. UNI-AXIAL DIRECT TENSION TEST (DOG BONE
compressive strain zone the corresponding compressive
SHAPED SPECIMEN)
stresses can be mapped, obtained from the stress-strain
The uni-axial direct tensile test method is the method by curve.
which it can identify the key properties of FRC; such as
To begin our calculations, an arbitrary depth of neutral
strain hardening or strain softening, the elastic modulus,
axis (corresponding to zero strain) is assumed. Depending
and stress verses strain relationships under tension. These
on the nature of moment, compressive/ tensile strains
are the constitution properties of FRC that are useful for the
develop on either sides of the neutral layer. Across the
modeling and design of FRC structural member [Naaman,
depth of the section, corresponding the strains, the
et al 2007]. However, currently there is no standard method
respective compressive/tensile stresses are plotted, as
for this test available in the U.S.
explained above, obtained from the relevant stress-strain
Some uni-axial tensile tests were carried out at UT- diagrams. The total force on the section on either side of the
Arlington [Chao et al 2011]. The specimen was specifically neutral layer is determined. The force on one side is
designed so that a pin-pin loading condition is created at the compressive while on the other side is tensile. If our initial
ends. Both the ends have double dog bone geometry and are assumption for neutral axis depth id exact, the magnitude of
strengthened by the steel mesh to ensure that cracking the total forces on either side shall be the same, which is
would only occur in the central portion of the specimen, quite unlikely. Using an iterative procedure, the neutral axis
with in the gauge length. The double dog bone shape is depth is kept on altered until the total compressive force is
used to provide a better transition to avoid stress equal to the total tensile force. This is the true depth of
concentration which resulted from the reduction of cross neutral axis. The locations of the center of gravities of the
section. The central portion has a square cross section with total compressive and total tensile from the neutral layer are
a dimension of 4*4 inches. This dimension was selected to worked-out. The sum of the distances, gives the lever arm
ensure more uniformly distributed fibers while maintaining for the section. The product of the lesser of the
a suitable weight for laboratory handling. The strains were compressive/tensile forces with the lever arm gives the
measured by a pair of linear variable differential moment of resistance of the section.
transformers (LVDTs) with a gauge length of
B. COLUMN ELEMENTS
approximately 6 inches. Tests were carried out by a closed-
loop, servo-controlled machine with a loading rate of The axial loads with Bi-axial moment carrying capacity of the
approximately 0.0002 inches/min. section

Having performed the compression test and tension test Here, the columns are assumed to be short rectangular
on the concrete the information pertaining to its columns (buckling effects ignored). A trial section for the
column (B*D) is assumed. Say, for example the results
1. Permissible compressive strength, pertaining to axial force (P) and the biaxial moments (Mzz
2. Permissible tensile strength, and Myy) for the member are obtained from the structural
analysis.

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Let A, Zzz and Zyy are the area of cross section, modulus beams members and column members. Having obtained the
of section about the stronger axis and modulus of the member forces in all beams and columns using staad pro
section about the weaker axis respectively. The maximum package as described above. The most optimal sectional
and minimum compressive stresses develop in the section dimensions for all beams and columns using TSHFRC is
are given by σmax=P/A+Mzz/Zzz+Myy/Zyy and σmin=P/A- worked out. By optimal it implies the cost of concrete
Mzz/Zzz-Myy/Zyy respectively. The value of stress obtained inclusive of the steel fiber content shall be lowest. Having
for |max shall not be more than the maximum permissible proposed the optimal section for all buildings elements the
compressive stress of the concrete for that grade and fibers analysis using staad pro is re-run. The sectional properties
ratio. Similarly, if the minimum happens to be tensile, it of the members are revised to suit.
shall not be more than that of the maximum permissible
tensile stress of concrete for that grade and fibers ratio. VII. RESULTS AND DISCUSSIONS

V. UTILITY OF PRESENT STUDY The present work includes: Performing experiments to

determine in the laboratory to determine,
The cost of the building structure (abstract estimate) with
stabilized structural configuration is worked out using 1. Stress-strain characteristics in compression.
principles of estimation. The abstract estimate for the same 2. Stress-strain characteristics in tension for fiber reinforced
structure as designed by staad pro package using limit state concrete made using helix fiber as the reinforcing material.
method is also worked out. The percentage difference It has already been reported that the concrete conforming to
between the abstract estimates of two different methods are M20, M25 and M30 has been designed as per IS code
worked out to emphasis the need of the present study. Three method. The percentage of mesh has been varied from
such building structures have been analyzed and the design 0.15%, 0.3% and 0.45% of the area of cross section of the
using to methods to draw generalized conclusions. concrete element. Discard number of cubes of
However, we are presently in the process of optimization 150*150*150mm and cylinders of 150mm diameter and
program using genetic algorithm to propose safe 300mm long. This apart, special tensile brisket was also
economical column and beam sections for a proposal prepared. The revised member end forces obtained from
building frame. Once the output of the member forces staad pro. The process is repeated until a situation of
available frame staad pro package. stability is arrived. A stable configuration is one in which
VI. SPECIMEN CALCULATIONS the analysis is due to re-run of staad pro don’t alter the
member forces. For a stable state of structural
In all the three buildings whose plans were enclosed at the configuration, the total cost of TSHFRC.
end of the thesis were designed using RCC limit state
TABLE I.
method and TSHFRC concrete to substantiate the utility of MATERIAL REQUIRED FOR 1 CUBIC METER OF CONCRETE
the present study. In the present chapter, the specimen
calculations pertaining to one building only had been Grade Cement Fine Coarse water
aggregate aggregate
presented.
Kg/m3 Kg Kg Kg/m3
M20 380 1019 868 190
The calculations enlisted below are with respective M25 400 996 848 200
building plan figure 7.3. The structural configuration for the M30 445 966 823 200
building plan figure 7.3 has been modeled using staad pro
package. The sizes of the column are taken as per the
TABLE II.
architectural drawing the beams have been oriented in such DETAILS OF MIX DESIGN
a way that they all come under walls. Extra beams are also
being provided to ensure that all slabs are either transfer Sample ID Details of mix design
load in one-way mechanism or two-way mechanism. The CC-1 Cement concrete using normal river sand
CC-2 Cement concrete using robo sand
width of the beams was 230mm and depths of the beams TSHFRC-1 Cement concrete with robo sand & 0.15% of
vary as per the span of the beams (approximately 1/10th of TSHFRC
the span of the beam). M20 grade concrete was used to TSHFRC-2 Cement concrete with robo sand & 0.3% of
TSHFRC
model the both beams and columns of the structure. The TSHFRC-3 Cement concrete with robo sand & 0.45% of
slab thickness was assumed to be 100mm on which a floor TSHFRC
finishing load of 1.5KN/m2 was assumed. The imposed load
on all slabs taken as 2KN/m2. The staad model developed as
above is analyzed for load combinations due to dead load
and imposed load only. The structural design of beams and
columns as obtained from staad pro has been recorded. The
member in forces for all beams and columns has been
recorded. The cost of steel is separately calculated for

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TABLE III.
RESULTS OF M20 GRADE CONCRETE

M20
Designation Average compressive Average split tensile
strength (mpa) strength (mpa)
First Ultimate First crack Ultimate
crack strength strength
CC-1 25.60 30.60 2.30 2.35
CC-2 27.50 29.40 2.30 2.45
TSHFRC-1 27.50 32.50 2.85 4.30
TSHFRC-2 27.80 35.65 2.60 6.50
TSHFRC-3 28.50 37.0 2.90 7.17
TABLE IV.
RESULTS OF M25 GRADE CONCRETE

M25
Designation Average compressive Average split tensile
strength (mpa) strength (mpa)
First Ultimate First crack Ultimate
crack strength strength
CC-1 29.00 30.60 2.60 2.85
CC-2 29.50 32.75 2.58 2.73
Figure 7.1 (b) Compression curve of M20 grade with 0.15% TSHFRC
TSHFRC-1 28.50 37.50 2.88 6.25
TSHFRC-2 28.00 38.35 3.10 7.00
TSHFRC-3 29.35 38.00 3.06 7.15 7.2 STRESS STRAIN DIAGRAM

TABLE V.
RESULTS OF M30 GRADE CONCRETE

M30
Designation Average compressive Average split tensile
strength (mpa) strength (mpa)
First Ultimate First crack Ultimate
crack strength strength
CC-1 31.34 35.7 2.8 3.25
CC-2 32.50 34.5 2.88 3.28
TSHFRC-1 32.15 40.12 3.25 6.50
TSHFRC-2 33.70 40.50 3.64 7.35
TSHFRC-3 32.64 41.50 3.45 7.23

Figure7.2. Stress Strain diagram

7.1 STRESS STRAIN GRAPHS
7.3 BUILDING PLANS AND STAAD MODEL

Figure 7.1(a). Tension curve of M20 grade with 0.15% TSHFRC Figure 7.3(a). Building plan

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TABLE VII (A)

BEAM CALCULATIONS

1 2 3 4 5 6 7 8 9
9 200 400 3350 35.07 45.9 59.5 0.7 2.7
118 200 500 1620 62.36 71.7 56.9 0.5 2.7
10 200 500 3050 62.32 71.7 69 0.6 2.7
133 200 500 2040 58.52 71.7 36.6 0.3 2.7
566 200 300 2010 23.53 25.8 13.1 0.2 2.7

1-Beam number from staad

2-Breadth in mm
3-Depth in mm

4-Length in mm

5-Moment obtained from staad

Figure 7.3(b). Staad model
6-Moment capacity of TSH fibers
TABLE VI
0.15% FIBERS M20 GRADE 7-Flexural shear
From graph S.N Fro Avg Y1 Avg*Y1 8-Shear stress
o m tension (d)
grap 9-Permissible tensile shear stress
h
Et=0.0025 0 0 0 0 0 TABLE VII (B)
σt=3.25 1 0.5 0.25 0.7 0.19d BEAM COST CALCULATIONS
Ec=0.0025 2 1 0.75 0.6 0.51d
*(0.2/0.8d) 8
10 11 12 13 14 15 16 17 18
=0.000625d
9 0.3 M20 Safe 0.26 6.31 938 1262 2200
From graph 3 1.45 1.225 0.6 0.735d
118 0.3 M20 Safe 0.16 3.81 567 763 1330
σc=15N/mm2
10 0.3 M20 Safe 0.30 7.18 1067 1436 2504
C=b(1/2*0.2d*1 4 1.8 1.625 0.5 0.845d
133 0.3 M20 Safe 0.20 4.80 714 960 1674
5 2
=1.5bd 566 0.3 M20 Safe 0.12 2.84 422 568 990
Yc=h/3,h=0.2 5 2.2 2 0.4 0.88d
=0.0666666666 4
7 10-Beam number from staad
6 2.45 2.325 0.3 0.837d
7 2.75 2.6 0.2 0.728d 11-Dosage of TSH fibers
8 3 2.875 0.2 0.575
9 3.2 3.1 0.1 0.372 12-Grade of concrete
10 3.25 3.225 0.0 0.129
4 13-Remarks
T= Total=5.801*0.
19.97*0.08 08
d 14-Volume of concrete in cubic meters
=1.598bd =0.46bd
Yt=total/t 15-Quantity of TSH fibers in kgs
0.287859825
Lever arm=d- 16-Cost of concrete in Rs
(0.290d+0.0667
d) 17-Cost of TSH fibers in Rs
0.6433d
Mu=t*lever arm 18-Total cost in Rs
1.02799bd2
Mu=c*lever TABLE VIII (A)
arm COLUMN CALCULATIONS
0.96495bd2
1 2 3 4 5 6 7 8 9
11 200 400 3050 8000 722 17 2.85 10*109
14 200 400 3050 8000 609 34 6.27 10*109
17 200 400 3050 8000 447 40 7.39 10*109
20 200 400 3050 8000 282 40 7.49 10*109
23 200 400 3050 8000 115 47 8.27 10*109

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1-Column number from staad TABLE IX

COST COMPARISON
2-Breadth in mm
RCC building Helix fiber reinforced concrete
3-Depth in mm building
Building-1 Building-1
(Rs) beam Colu T (Rs) beam colu T
4-Height in mm
mn mn
Steel 2231 12222 34538 Steel 1323 3830 1706
5-Area in mm 60 20 0 10 0 10
Concr 8050 43050 12355 Concr 1106 4563 1562
6-Axial load Pu in KN ete 0 0 ete 54 9 93
total 468930 Total 326903
7-Moment in z-direction KN/m2 Building-2 Building-2
(Rs) beam Colu T (Rs) beam colu T
8- Moment in y-direction KN/m2 mn mn
Steel 3345 14175 47628 Steel 2259 3821 2641
9-Moment of inertia in z- direction 30 0 0 00 2 12
Concr 1445 43400 18795 Concr 1668 5180 2186
TABLE VIII (B) ete 50 0 ete 22 7 29
COLUMN COST CALCULATIONS total 664230 Total 482741
Building-3 Building-3
10 11 12 13 14 15 16 (Rs) beam Colu T (Rs) beam colu T
mn mn
11 266666666.7 13.28 15 M20 0.15 Safe Steel 9668 59290 10261 Steel 4627 2556 7183
14 266666666.7 16.47 18 M20 0.3 Safe 40 30 13 58 71
Concr 4452 29050 47425 Concr 3578 1733 5311
17 266666666.7 15.9 17 M20 0.45 Safe
ete 00 0 ete 53 01 54
20 266666666.7 13.8 15 M20 0.15 Safe total 1500380 Total 1249525
23 266666666.7 13.42 15 M20 0.15 Safe

VIII. CONCLUSIONS
10-Column number from staad
1. The inclusion of TSH fibers have considerably increased
11- Moment of inertia in y- direction the compressive strength of concrete for all grades of
concrete M20, M25 and M30 as can be seen from table no
12-Stress=(P/A+Mzz/Izz*D/2+Myy/Iyy*B/2) III to V
13-Permissible maximum compressive stress 2. Similarly, the inclusion of TSH fibers have also
substantially increased the tensile strength of concrete as
14-Grade of concrete
can be seen from table no III to V
15-Doasage of TSH fibers
3. Even though not quantified, the addition TSH fibers have
16-Remarks substantially increased the ductility of all grades of
concrete.
TABLE VIII. (C)
CONTINUATION OF COLUMN COST CALCULATIONS
4. The utility of the present study is amply demonstrated
17 18 19 20 21 22 with the help of case studies on three number of RCC
11 0.244 2.8731 854 574.62 1428.62 buildings. The results obtained are used for drawing
14 0.244 5.7462 854 1149.24 2003.24 following conclusions.
17 0.244 8.6193 854 1723.86 2577.86
20 0.244 2.8731 854 574.62 1428.62 x The quantity of concrete consumed in making
23 0.244 2.8731 854 574.62 1428.62 columns has increased by 5.6%, when TSH fiber
concrete is used.
17-Column numbers from staad. x The quantity of concrete consumed in making
18-Volume of concrete in cubic meters beams has also increased by 27.25%, when TSH
fiber concrete is used.
19-Quantity of TSH fibers in Kgs
x But the total amount of steel consumed in
20-Cost of concrete in Rs columns is reduced by 68.6%, when TSH fiber
concrete is used.
21-Cost of TSH fibers in Rs
x Similarly, the total amount of steel consumed in
22-Total cost in Rs
beams is reduced by 40.71%, when TSH fiber
concrete is used.

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x The overall cost of building is reduced by 30%,

when TSH fiber concrete is used.
REFERENCES

[1] Naaman, A.E., “Engineered Steel Fibers with Optimal

Properties for Reinforcement of Cement Composites,”
Journal of Advanced Concrete Technology, Japan
Concrete Institute, Vol. 1, No. 3, November 2003, pp.
241 252.
[2] Dong-Joo Kim et al. “High performance fiber
reinforced cement composites with innovative slip
hardening twisted steel fibers”, IJCSM vol.3, No 119-
126, December 2009.
[3] Flavio de Andrade Silva et al, “Bond mechanism in
sisal fiber reinforced composite”, proceeding of the 11th
international conference on non-conventional materials
and technologies. September 2009, bath, UK.
[4] Parra-Montesinos, G., “High Performance Fiber
Reinforced Cement Composites: an Alternative for
Seismic Design of Structures,” ACI Structural Journal,
Vol. 102, No. 5, Sept.-Oct. 2005, pp. 668-675.
[5] Min-yuan cheng et al “Evaluation of steel fiber
reinforcement Punching shear resistance in slab-column
connections –part 1: monotonically increased load”,
ACI structural journal 107(1), 2010.
[6] Vikrant S. Variegate et al “Investigation of steel fiber
reinforced concrete on compressive and tensile
strength”, IJSTR Vol.1, issue 3, May 2012.
[7] Naaman, A.E., and Reinhardt, H.W., Co-Editors, "High
Performance Fiber Reinforced Cement Composites:
HPFRCC 2, RILEM, No. 31, E. & FN Spon, London,
1996, 505 pages.
[8] Balaguru, P., and Shah, S.P., “Fiber Reinforced Cement
Composites,” McGraw Hill, New York, 1992.
[9] Bentur, A., and Mindess, S., “Fiber Reinforced
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