FLEXURAL STRENGTH DEVELOPMENT BASED ON PACKING …€¦ · UHPFRC can be calculated from the...

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International Journal of Civil Engineering and Technology (IJCIET) Volume 8, Issue 6, June 2017, pp. 271–282, Article ID: IJCIET_08_06_031

Available online at http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=8&IType=6 ISSN Print: 0976-6308 and ISSN Online: 0976-6316

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FLEXURAL STRENGTH DEVELOPMENT

BASED ON PACKING DENSITY AND STEEL

FIBER OF UHPFRC

Sudarshan N.M

Department of Civil Engineering, Satara College of Engineering & Management,

M.E.(Str).(PhD), Satara, Maharashtra, India

T. Chandrshekar Rao

Department of Civil Engineering, BEC Bapatla PhD.

Bapatla, A.P., India

ABSTRACT

The present paper focuses on the investigation of flexural strength development

based on the packing density and percentage of steel fiber at an increased age of the

material is identified with addition of hooked end steel fiber, super plasticizer with

special densified materials 53 grade cement, micro silica, quartz sand and fine sand.

the conventional concrete is replaced by UHPFRC, an Advanced Cement based Super

plasticized high tech concrete with high workability, durability and compressive

strength of the material, the research work is carried out to achieve enhanced target

flexural strength 30N/mm2, to improve flexural strength under the influence of

elevated temperature acceleration on concrete is highlighted.

Key words: Micro silica, Quartz Sand, Super Plasticizer, Steel fiber.

Cite this Article: Sudarshan N.M and T. Chandrshekar Rao. Flexural Strength

Development Based on Packing Density and Steel Fiber of UHPFRC. International

Journal of Civil Engineering and Technology, 8(6), 2017, pp. 271–282.

http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=8&IType=5

1. INTRODUCTION

The ultra High performance Fiber Reinforced Concrete (UHPFRC) is a combination of ultra

high strength concrete addition of steel fibers, super plasticized materials, The materials are

densely compacted in suitable proportions to achieve compressive strength 150-200 N/mm.2

The review on past studies includes early researcher by Bache.et.al.(1970)[1] developed

inclusion of large amount of steel fibers in cement matrix to strengthen the prefabricated

structures by cellulose nano crystals (CNC) technology, Roy.et.al. and Yudenfreund et.al.

(1972) [2] introduced a ultra high strength cementitious composite by heat treatment with low

porosity, high compressive strength 200N/mm2. Birchall.et.al and Bache (1981)[3] developed

Ultra high strength cement matrix densifying the small particles (DSP) technology achieved

highest compressive strength 125-250 N/mm2

. The technical concept was to packing the

Sudarshan N.M and T. Chandrshekar Rao


particles between the cement molecules by fillers. Richard and Cheery et.al (1995)[4] showed

the enhancing the material uniformity and homogeneity by replacing the coarse aggregate

optimized the particle packing density (PPD) theory with high range water reducer HRWR by

addition of steel fibers to achieve compressive strength 200 N/mm2 Collepardi et.al

(1996)[5]investigated flexural strength lower with addition of coarse aggregates replaced by

densified materials at 900

C

Kitsutaka et.al(1997)[6] studied post cracking behavior of

UHPFRC can be calculated from the inverse analysis of CMOD curves by three point flexural

test.Collerpardi.et.al.(1998)[7] compared the RPC with the modified RPC and obtained the

better results in strength, low permeability, porosity, low shrinkage, under steam curing,

Chanvillard(1999)[8] developed High Range Water Reducer (HRWR) and addition of steel

fibers to produce a compressive strength 200-800N/mm2

Qian and Li (2001)[9] studied the

influence of metaklin on stress- strain relationship for flexural macro scale based model on

inverse analysis concept on flexural beams Resplendino.J.(2004) [10] observed UHPC with

post peak response depends on alignment of fibers ,mixing, placing, compacting methodology

the closer fiber accumulation at particular part due to gravitational orientation of steel fibers

effect the tensile strength. Habel K.Denarie and Bruhwiler (2006) [11] observed the probable

possibilities usage of UHPFRC in rehabilitation of structural members. The time dependent

based on the durability and proposed a numerical model and compared with the conventional

concrete. Jinxing Spasojevic (2008)[9] described a model on nonlinear flexural behavior of

UHPFRC taking in to account multi micro cracking phenomenon . Benjamin Graybeal and

Marshall Davis (2008)[12] investigated the UHPFRC alternative methods to compute

compressive strength ranging 100-200 N/mm2 and also durability properties. Shihada S. and

Arafat A. (2010)[13] studied the material properties in Gaza strip with addition of special

materials, silica fume, quartz powder uniform mixing methodology, to increase the dry

density of UHPFRC optimum use of silica fume up to 15% mass of cement. Yang,Joh,and

Kim (2011)[14] investigated in UHPFRC beams use of steel fibers 2% with replacement of

coarse aggregates the behavior of compressive, flexural, failure, deflection, initial cracking

pattern measured Huang Z. and Cao (2012)[15] studied the effect of nano materials on the

performance of UHPC materials with 17% increase in compressive strength. R.Yu.P Spiesz

H.J.H. Brouwers (2014)[16]developed densely compacted concrete mix design based on

Andersen &Andersen packing model with addition of steel fiber 1-2% by volume of concrete.

Eshan GafariE.et.al.(2015) [17] based on statical mixture design(SMD) reported that the

compressive strength is increased with higher dosage of micro silica by 1-5% by weight of

cement. The mix design shows emromous improvements in material properties. Rong

et.al.(2015)[18] observed that addition of nano silica reduces the corrosion rate of steel. and

reduction in capillary porosity the improved mechanical properties shows 0-15% in

compressive strength,0-2% in flexural strength and 0-2.5% in splitting tensile strength

forming a denser, hardened cement material to carry heavier loads. Sudarshan N.M. and

T.Chandrashekar Rao (2015)[19] In this paper an optimized mix design developed based

particle packing theory, cumulative particle size distribution equations and Ideal distribution

curves using new generation High range water reducing admixture with addition of 2 %

hooked end steel fibers by maintaining water binder ratio 0.20 is suggested for particle

compactness. The specimens exposed to hot air curing for 24 hours at the age 3 day to 90 day

the elevated temperature effect and flexural strength development at increased age studied.

arch bridges pedestrian bridges framed with newly innovative material in structural

applications. Sudarshan N.M. and T.Chandrashekar rao.[20]

Flexural Strength Development Based on Packing Density and Steel Fiber of UHPFRC


2. MATERIAL PROPERTIES

A. Cement

The Aditya Birla brand plant Gulbarga, Ultra tech Portland cement of 53 Grade conforming

to IS-12269, 2013, particle size 1-100µ, normal consistency of 28% with specific gravity of

3:15 used.

B. Micro Silica

The R. R. Enterprises Warangal Elkem Micro Silica conforming to Grade 920-D with a grain

size 0.2 microns, on combustible irregular shape fine particles and surface area (BET M2-gm

< 15) specific gravity 2.25 used as mineral admixture.

C. Sand

The locally available Krishna basin river sand free from impurities with less than 1 mm size

sieved through,1000 microns sieve analysis done as per IS 2386-1963 having specific gravity

2.63 conforming to IS 650 specifications.

D. Quartz

The 37 microns India Pvt.Ltd. Hyderabad quartz sand was used from locally available source

sized 150-1000 microns contained 99% silicon dioxide, the specific gravity of quartz sand is

2.59

E. Steel Fibers

The R.R. Enterprises Warangal, Dura flex bright, hard non glued ,hook end steel fibers of dia.

0.6mm and length 30mm with modulus of elasticity 210 [GPa] tensile strength more than

1000 MPa having aspect ratio (a / r) =50 are used.

F. Super Plasticizer

United Engineering Corporation Secunderabad supplied polymer based Sulphonated

naphthalene Conplast SP430 DIS having specific gravity is 1.00 confirms to ASTM - C494

type – F.

G. Water

The pure, drinkable, free from chemical, mineral impurities used for mixing & curing to

improve the quality and strength of the material

The UHPFRC material ranges as per Table1 for achieving higher compressive strength.

Range of UHPFRC constituents in Kg/m3

Table 1

Components Min. Max. % by wt.

Cement 800 1500 1.00-2.00

Fine Sand 1000 1800 1.25-2.25

Silica fume 125 275 0.18-0.37

Quartz 180 350 0.22-0.43

Steel fiber 118 390 0.09-0.29

Super plasticizer 15 60 0.01-0.07

Water 120 200 0.15-0.25

3. BINDERS

A Binder is a mixture of high proportion of cement and silica fume Rossi et.al.2004

(1318Kg/m3) katrin Habel et.al.2005 (1325 kg/m

3), Eshan Ghafari et.al 2015 (1387kg/m

3),

Hamdy K. Shehab Eldin et.al.2014 (935Kg/m3), Prabhat Ranjan Prem et.al.2012(985Kg/m

3),



In the present research work to improve workability, filling voids and compact density to a

suitable binder proportion of 1210kg/m3 used.

4. WATER/BINDER RATIO

Water binder ratio, Rossi et.al.2004 (0.11) used high percentage hooked end steel fibers

25mm in length and 0.3mm in diameter Katrin Habel et.al.2005 (0.14),incorporated high

percentage of straight steel fibers 10mm in length and 0.2mm in diameter Eshan Ghafari

et.al.2015 (0.17) minimum content of hybrid steel fibers, Hamdy K. shehab Eldin et.al

2014(0.13) addition straight steel fibers 50mm in length and 1.0mm in diameter, Prabhat

ranjan prem et.al.2012 (0.17) chosen straight steel fibers 6mm in length and 0.16mm in

diameter. In this research work taking into consideration micro filler effect improves the

packing density, the water binder ratio maintained 0.20 with non glued hooked end steel

fibers having aspect ratio 50 used, the current study mix proportions are presented in Table 2.

5. MIXTURE COMPONENTS AND DESIGN

UHPFRC Normalization by mass of cement

Table 2

Components Current study

Cement 1.00

Quartz sand 0.35

Silica fume 0.30

Steel fiber 1.5% (UHPFRC-SF1.5)

Steel fiber 2.0% (UHPFRC-SF2.0)

0.157

0.210

Superplastizer % 3.5

Fine aggregate 1.40

Total water/binder 0.20

Flexural strength MPa 30.78

5.1. Mix design of UHPFRC

The mixture design of UHPFRC material constituents are Cement, Fine sand, Micro silica,

quartz, sand, super plasticizer, hooked end steel fiber to resist crack propagation expansion

with low water cement ratio. The proportionality of compressive strength to porosity is given

by

ƒ� �( 11 + ϸ) �� (ϸ ) = 0.1,0.2,0.3

5.2. Packing Density

A densely particle packing arrangement of materials yields to a higher compressive strength,

flexural strength and modulus of elasticity with improved performance to sustain increased

load conditions. Mooney[21] developed a new SSM model (solid suspension model)

predicting for viscosity of multimodal suspension of non reactive particles

The relationship between mono disperse suspension ∅ and its relative viscosity is given

by ��

�� = exp " #.$%/∅'%/( )

�� = � �� *��+�+��, ∅ = �,-�� *��+�+��, . = max. �-+1��2 ��

�� = 1.36 10$ = ��45, ��45 = ��6 *��+�+��



The above equation similar to linear packing density model (LPMD)

�7�45 = �� 89 2.5�(�)1/+ ; 1/+(�) ��<

=>

�7�45 = ��6 *��+�+�� ?� - �- �+@,- ��A�, + = �-+1��2 ��, � = �- �+,� ��A�,

� = B��. �- ��+,� ��A�, C = B-�. �- ��+,� ��A�

�(�) = *�,@B� ��A� �� D@�� ? �- ��+,� B��@ � ?� - @�� 2 -, +� = .7

1 ; E �(�)? "F7) �� ; G1 ; .(�)H E �(�)2 "7

F) ��<7

7=

.7 = *� �@-, ��+�?�+ ��, �7 = ��+�?�+ �-+1��2 ��, �� = �� " #.$

%/I(7)'%/J(7))

The .7virtual specific density is calculated by �7 For � K � K C

L ��(�) = 1M

N%

The � size particle consists of O different types of particles each characterized for i=1

to O by a own partial volume ��(�). The overall virtual packing density is designed as

1.(�) = L ��(�)

.�(�)MN%

The solid suspension model (SSM) is used to predict solid content of mix by replacing

�� to ��45new viscosity. The particle packing density of materials Fig(1) )

Figure 1 The packing density of particles Coin 44

The modified Andresen model acts on a targeted function for optimization of particles the

factors responsible for reduction of porosity and obtaining maximum packing density for

conventional concrete studied by Fuller and Thomson [22] expressed by cumulative grain

size distribution equation

�(�) = <PQ<RSTQ 100%

Where �(�) – cumulative % of ith

fraction, C- Diameter of the ith fraction in (mm.) CVWF

- Diameter of Max grain size (mm) q- a constant value equal to 0.5 Based on the research

work Funk [23] adopted the Fullers curve Fig 4. for composite material similar to UHPFRC



�(�) = X <PQ'<RPYQ<RSTQ '<RPYQ Z 100%

�(�) – cumulative % of ith

fraction, C- Diameter of the ith

fraction in (mm.) CVWF -

Diameter of Max grain size (μm) n- a constant value equal to 0.37 The mixture design

illustrated in Flow diagram Fig 3.

Figure 2 Flow diagram of Mix design

Figure 3 Ideal distribution curves developed by Fuller, Andreasen and Funk Dinger



Sieve analysis has been carried out for cement, micro silica,

100 gram of cement is sieved using 90µm sieve and percentage is found to be 97%.

For, sieve analysis of fine aggregate and quartz 1000gm was sieved using sieves ranging

from 1mm to 150µm and percentage passing was determined.

Determination of particle density of different materials is discussed below.

1. Particle density of cement: porosity of cement is taken as 1.5%

And bulk density of cement is 1450 kg/m3

then particle density of cement is calculated

using the following expression:

Particle density = Bulk density/(1-porosity)

The obtained value of particle density for cement is 1472.70 g/cm3

2. Particle density of Fine aggregate: porosity of F.A. is taken as 0.10 and

Bulk density of F.A. is 700 Kg/m3,then

the Particle density of F.A. = 700 / (1-.10) = 777.93g/cm3

3. Particle density of quartz and bulk density of quartz 650kg/m3

porosity of quartz 0.15

Particle density of quartz= 650/(100.15)= 764.70kg/cm3

4. Particle density of micro silica is taken as 0.05% and bulk density is `1050kg/m3

Particle density=1050/(1-0.05) the obtained particle density is 1060.07kg/m3

5. The steel fiber content determined by mechanical properties and workability to obtain

minimum slump 265±10mm for 1.5% and 280±10mm obtained 2% of volume

6. The dosage of super plasticizer adjusted to achieve minimum slump with water for 3.5%

Further the mix has been designed for a compressive strength 180N/mm. and flexural strength

30 N/mm2

6. EXPERIMENTAL PROGRAMME

A UHPFRC mix design material constituents are Cement, Fine sand, Micro silica, quartz

sand, super plasticizer, with low water cement ratio with addition of steel fiber to resist crack

expansion.

Mixing

The Dry cement, fine sand, micro silica and quartz powder put in a mixer machine of 300kg

capacity with drum and blades as per the design proportions and mix is provided with a

uniform blending, so as to form a homogeneous material water is added to the homogeneous

mix in a until the materials have coagulated, uniformly for few minutes to confirm the water

is reacted properly to form a cement paste then the super plasticizer added to the coagulated

mixture the steel fibers are spreaded on the cement paste and mixed thoroughly to get

consistent material.

Casting

The specimens of prism shape are casted of sizes height, 100mm height x100mm breadth x

500mm length the specimen top surface were given with smooth finishing, the specimens

demoulded after 24 hours.



Curing

The curing regime of specimens includes exposing the specimens to thermal treatment to

enhance material properties at a temperature of 900

C for duration of 24 hours the specimens

are removed from the thermostat cabins and allowed to cool for about 3 hours.

Testing

The Flexural test followed as per ASTM C 1609 standards one of the most prescribed test for

performance of fiber reinforced concrete, accuracy complies with IS 1828 Class-1 conducted

in HL 591 SERIES Computer Controlled Universal Testing Machine Fig.(5)with Maximum

capacity100 KN with 1st and 2nd measuring range (KN) 0-200 and 200-2000 respectively.

The prism loaded at the four points span and support conditions from the end distance and

width, depth on the prism the flexural strength (Fs) determined using the equation

[� = \](^'^)#_<`

P=Load L=Distance between supports Li =Length of the loading span

B=Breadth D=Depth

Researchers Flexural strength results for different size of prisms with addition of

steel fiber in %

Table 3

References Fiber L/D(mm/mm) Fiber % Size of Prism Flexural strength

N/mm2

Herold &Muller (2004) 8/0.17 2.5 40x40x160 34.1

Orgass &Klug(2004) 13/0.16 2.0 100x100x500 14.7

Allen &Newton Lubell (2012 ) 13/0.2 1.5 102x102x406 15.8

Kazemi & Lubell (2012) 13/0.2 1.5 100X100X300 23.1

Kriger et.al(2012) 14/0.18 2.0 76X76X343 19.0

Shu-hua et.al.(2012 18/0.20 2.0 100X100X500 29.20

Peter Macaet.al.(2013 13/0.15 2.0 100X100X400 29.70

Current study 30/0.6 2.0 100X100X500 30.75

Figure 4 Computer Controlled Universal Testing Machine 100 KN



7. EXPERIMENTAL TEST RESULTS

The experimental results Flexural strength V/S Day for 1.5% and 2.0% Steel fiber tabulated

in Table 4.

Table 4

Figure 5 Flextural strength V/S Day for UHPFRC-SF1.5%.

Figure 6 Flexural strength V/s Days for UHPFRC-SF2.0%.

3, 12.47

7, 15.83

14, 22.69

28, 27.3590, 28.72

0

5

10

15

20

25

30

35

0 20 40 60 80 100

Fle

xtu

ral

str

en

gth

in

N/m

m 2

Day

Flextural strength V/S Day

3, 13.89

7, 17.46

14, 24.92

28, 30.78 90, 31.65

0

5

10

15

20

25

30

35

0 20 40 60 80 100

Fle

xtu

ral

str

en

gth

in

N/m

m2

Day

Flextural strength V/S Day

Day UHPFRC-SF1.5% (N/mm2) UHPFRC-SF2.0% (N/mm

2)

3 12.47 13.89

7 15.83 17.46

14 22.69 24.92

28 27.35 30.78

90 28.72 31.65



8. CONCLUSIONS

The faster the rate of development in hydration reaction kinetics by use micro fine particles

reducing porosity and developing maximum packing density leads to early higher strength

and stiffness. The flexural strength of UHPFRC-SF-1.5.0%. in 28 day is 27.35N/mm2and that

of UHPFRC-SF2.0%. is 30.78 N/mm2 In comparison UHPFRC Flexural strength is achieved

2.25% than the conventional concrete The micro silica acts as a micro filler, helps in

increasing flexural strength and internal structure of the matrix material excellent binding

properties between sand and steel fibers. and quartz sand the particles of the material

densely packed to minimize air voids less than 1% to achieve higher strength the use of 2%

hooked end steel fibers result higher load carrying capacity than 1.5% improves the crack

resistance, lower porosity, deflection and enhance flexural stiffness yields to increased

flexural strength improves at elevated temperature 900 C at duration 24 hours. after 28 days

curing. the finess of material ingredients and low water cement ratio, effective use of binder

improves excellent material properties.

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AUTHOR DETAILS

Prof. Sudarshan N M holds a B.E. and M.E. from Gulbarga University and

pursuing PhD from ANU University Guntur, His areas of interest are Mix

design of High strength concrete, UHPFRC and studies on achieving high

concrete strength He is a Life member of ISTE, published research papers in

National/International journals, Project Guide for Graduate and Post

Graduate students

Dr. T Chandrashekar Rao holds B.Tech from ANU University Guntur and

M.Tech and PhD from JNTU Hyderabad His area of in interest in Concrete

technology, High strength concrete, UHPFRC and studies on Mix design He

published Many research papers in National/International journals and

Project Guide for Post Graduate and PhD Research Scholars

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