CRACK-FREE ENGINEERED CEMENTITIOUS COMPOSITES TO …€¦ · Volume 11, Issue 10, October 2020, pp. 1-12, Article ID: IJARET_11_10_001 ... Crack-Free Engineered Cementitious Composites

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International Journal of Advanced Research in Engineering and Technology (IJARET) Volume 11, Issue 10, October 2020, pp. 1-12, Article ID: IJARET_11_10_001 Available online at http://www.iaeme.com/IJARET/issues.asp?JType=IJARET&VType=11&IType=10

ISSN Print: 0976-6480 and ISSN Online: 0976-6499

DOI: 10.34218/IJARET.11.10.2020.001

© IAEME Publication Scopus Indexed

CRACK-FREE ENGINEERED CEMENTITIOUS

COMPOSITES TO OVERCOME DURABILITY

CHALLENGES IN CONSTRUCTION INDUSTRY

Srinivasa C H

Associate Professor, Department of Civil Engineering,

Government Engineering College, Kushalnagar, India

Dr. Venkatesh

Principal, Government Engineering College, Kushalnagar, India

ABSTRACT

Almost all major infrastructures utilize concrete as construction material. Being

brittle in nature, Conventional Concrete cracks easily under mechanical and

environmental loads. The concrete materials used for next generation should be

lighter than the Traditional Concrete, should be high ductile and possess good

transport properties with self-healing properties. Additionally, it should be

environmental friendly and energy saving one. This paper focuses on development of

high ductile and self-healing Engineered Cementitious Composites by using Polyvinyl

Alcohol fiber of 2% by volume of concrete. Research results indicate that durability

challenges can be overcome by using Engineered Cementitious Composites which

have a strain capacity of nearly 1.675% times than the Ordinary Concrete. Various

transport properties such as Rapid Chloride Penetration, Sorptivity and Permeability

are studied in this paper. Because of intrinsic self-control tight crack widths and

robust self-healing performance, Engineered Cementitious Composites can be

accepted as crack-free concrete towards sustainable development.

Key words: PVA fiber, Superplasticizer, RCPT, Sorptivity, Permeability

Cite this Article: Srinivasa C H and Venkatesh, Crack-Free Engineered Cementitious

Composites to Overcome Durability Challenges in Construction Industry,

International Journal of Advanced Research in Engineering and Technology, 11(10),

2020, pp. 1-12.

http://www.iaeme.com/IJARET/issues.asp?JType=IJARET&VType=11&IType=10

1. INTRODUCTION

Portland cement concrete is widely available throughout the world but the technology and

skill required to proportion, mix, place and cure it for long-term durability has not yet spread

as widely as is necessary. This should be the priority for the next century. The knowledge

Crack-Free Engineered Cementitious Composites to Overcome Durability Challenges in

Construction Industry


exists to select materials, proportion them appropriately, mix them thoroughly, transport and

place them without segregation and cure them to minimize cracking and optimize long-term

strength development and durability. Implementing this knowledge is a major challenge. The

Concrete Engineer should concentrate on a more permanent, low-maintenance infrastructure.

As a consequence, it will be possible to spend valuable material resources on infrastructural

developments instead of spending more and more money on replacing or maintaining a

deteriorating system.

Every concrete mixture should be proportioned in accordance with exposure conditions,

construction considerations, and structural criteria. Exposure to freezing and thawing,

sulfates, deicing chemicals, acids, varying moisture conditions and abrasive loadings should

all be considered when selecting materials and proportions.

In spite of the advances in producing the high strength concrete, infrastructure all over the

world are suffering from deterioration and damage when exposed to real and aggressive

environments. Structures seldom fail due to lack of intrinsic strength but due to Serviceability

failures. The American Society of Civil Engineers 1998 Report graded the state of American

Infrastructure with an average D (Poor). This report also required an investment of some $1.3

trillion to put the roads, bridges, and water/waste/energy utilities to good working order. In

2005, the investment needed was $1.6 trillion to raise the quality of America‟s infrastructure

to a satisfactory level. The New Civil Engineer (NCE)/Institution of Civil Engineers (ICE)

State of the Nation Report in winter 2001 graded the overall quality of the UK Infrastructure

as C (Average). It is reported that repair and maintenance make up some 40% of all

construction work in the UK. A huge amount of investment is required on Repair and

Maintenance costs in developing countries like India, Brazil, Chile, Peru, Thailand, Mexico

and Nigeria. In fact, interest rate spreads have been widened in developing countries, making

it even harder to finance their Greenfield projects.

Advances in the measurement of rheological properties, mixing technology, aggregate

handling for greater uniformity and cementitious materials blending will be key to improved

concrete production. Durable concrete can be produced from carefully selecting materials to

control and optimize their properties, reducing variability in the mixing, transport, placement,

and curing of concrete. Understanding of the interaction between concrete and its

environment is utmost important in concrete mix designs. The knowledge about the various

causes is utmost essential to all engineers concerned prior to the concrete making.

In the world of Materials Engineering, raw ingredients are shaped into a composite

material through processing. Traditionally, selection of raw ingredients is based on

empiricism. In recent years, Composite materials are systematically being designed. One such

material is “Engineered Cementitious Composite (ECC)” or “Bendable Concrete.”

ECCs are a unique class of new generation high performance fiber-reinforced cementitious

composites (HPFRCC) featuring high ductility and medium fiber content. Tensile strain capacity at a

range of 3 to 5% has been demonstrated in ECC materials using Polyethylene fibers and Polyvinyl

Alcohol (PVA) fibers with fiber volume fraction not greater than 2% [1].

The corrosion of steel in concrete is one of the major problems with respect to the durability of the

reinforced concrete structures. The penetration of chloride ions into concrete is considered to be the

major cause of corrosion. A study, conducted by Mustafa Sahmaran et.al reveals that ECC is effective

in slowing the diffusion of the chloride ion under combined and environmental (chloride exposure)

loading by virtue of its ability to achieve self controlled tight crack width. [2]

Mustafa Sahmaran et.al in their study on durability of concrete subjected to highly alkaline

environments (1N NaOH Solution) explained that the reloaded specimens (specimens which were pre-

loaded under Uniaxial tension to different strain levels and then exposed to an alkaline environment up

to 3 months at 38ºC and reloaded up to failure) showed slight loss of ductility and tensile strength but

Srinivasa C H and Venkatesh


retained the multiple micro-cracking behaviour and tensile strain capacity of 2%. The test results

indicated strong evidence of self healing of the micro-cracked ECC material. [3]

The fracture toughness of ECC is similar to that of aluminum alloy and ECC remains ductile even

when subjected to high shear stress. High tensile ductility and toughness of ECC material greatly

elevates the mechanical performance of reinforced ECC structure by preventing brittle failure and loss

of structural integrity which is usually found in traditional reinforced concrete [4].

While long-term studies are still needed, comparison studies by the School of Natural Resources

and Environment‟s Centre for Sustainable Systems, in conjunction with Li‟s group, show that over 60

years of service on a bridge deck, the ECC is 37% less expensive, consumes 40% less energy, and

produces 39% less Carbon dioxide, a major cause of global warming than regular concrete [5].

Mustafa Sahmaran et.al in their study on ECC with PVA fibers of Nominal strength of

1620 Mpa, Young‟s Modulus of 42.8 GPa, Diameter 39µm and Length of 8mm have come

out with the following mixture properties [5].

7-day Compressive strength of 38.1 Mpa

28-day Compressive strength of 50.2 Mpa

7-day Tensile strain capacity of 3.48 %

28-day Tensile strain capacity of 3.16 %

Corrosion mass loss of 2.5% at the end of 25 hours of accelerated corrosion exposure.

Corrosion mass loss of 5.3% at the end of 50 hours of accelerated corrosion exposure

Corrosion mass loss of 11.7% at the end of 75 hours of accelerated corrosion

exposure.

Michael D. Lepech says that the material durability plays a central role in sustainable

concrete infrastructure. Therefore, adverse effects of industrial wastes on durability should be

controlled. ECC was identified as the candidate for material greening with the overall goal of

improving sustainability. ECC materials are highly durable in a number of harsh

environments. This durability results from unique pseudo strain-hardening ductility and

distributed microcracking behaviour in tension. [6]

En-Hua Yang et.al, in their study included four factors like Class C Fly ash ratio to Class

F Fly ash ratio, water to binder ratio, amount of High Range Water Reducer and amount of

Viscosity Modifying Admixture to investigate the composition effects on fresh and hardened

properties of ECC. Among the four factors, water to binder ratio has the greatest effect on

Plastic Viscosity. The plastic viscosity of fresh ECC has a significant impact on ECC tensile

properties. The tensile strain and ultimate tensile strength of ECC were found to increase with

the increase of plastic viscosity [7].

Mustafa Sahmaran and Victor Li in their investigation have come out with the two ECC

mixtures with Fly ash to Portland cement (FA/PC) of 1.2 and 2.2 by weight. This ratio was

used in their investigation [8]. The ECC mixtures were prepared in a standard mortar mixer at

a constant amount of cementitious material and constant water to cementitious material ratio

of 0.27. High Range water Reducer was added to the mixture until the desired ECC

characteristics in its fresh state were visually observed. The cement used was Ordinary

Portland Cement and Fly ash used was Class F Fly ash. The PVA fibers of tensile strength

1620 Mpa and Elastic Modulus of 42.8 GPa were used in the mix proportion.

Yangzi Yang et.al, in their study have concluded that

Four to five cycles of wet-dry conditioning are necessary to attain the full benefit of

self healing.

Self-healing in specimens subjected to a tensile strain of 0.3% and 3.0% brought the

resonance frequencies back to 100% and 76% of initial values respectively. This




exhibits the relation between the extent of self healing within the cracked ECC

specimens and the level of strain damage to which they have been subjected to.

ECC specimens subjected to pre-load straining of a high level, even up to 2% or 3%

after self healing, the tensile ductility character of ECC is retained. The self-healed

ECC material remains ductile. [ 9]

It has been reported by Michael D. Lepech and Victor C. Li that the tight crack width in

ECC are possible by using micromechanics as a tool for designing low permeability ECC

composites which meet the two critical criteria of forming multiple cracks under load and

ensuring that the maximum of fiber bridging stress verses crack opening relationship (σ-δ) for

the composite occur below a crack width opening of 100µm. this relationship can also be used

as a guide for tailoring the fiber, matrix and fiber/matrix interface within the composite to

meet the lo permeability criteria. [10]

ECC mixtures will have a tendency to undergo early-age cracking, which is a

consequence of increased Autogenous shrinkage. It has been reported by Mustafa Sahmaran

that fiber bridging stress verses crack opening relationship (σ-δ) at early ages will not be

developed to withstand internal stresses caused by the external and internal restraints. Thus,

insufficient tensile strain and Autogenous deformation may lead to the formation of some

microcracks of the order greater than 100µm. while this cracking may or may not compromise

with the mechanical properties of the composite, it may affect their long term durability.

Traditional external curing techniques are not effective in eliminating early age cracking,

since the water transportation into the ECC is hindered by the tightness of the matrix. In order

to overcome this problem, use of pre-soaked lightweight aggregate (LWA) as internal water

reservoirs has shown satisfactory results. Internal curing by means of pre-soaked LWA has

been proved to be effective in reducing Autogenous shrinkage in high performance concrete

with a low water-to-cement ratio. [11]

From the results of the study made by Mustafa Sahmaran, it is concluded that the use of

water repellent admixture further reduces the water sorptivity and absorption properties of

cracked ECC to a level significantly lower than that of normal un-cracked concrete. [12]

2. MATERIALS AND EXPERIMENTAL PROCEDURES

Bendable Concrete Mix design is based on the Micromechanics. Micromechanics can be a

powerful tool to deliberately tailor the composite ingredients, such as fiber dimensions, and

surface coatings along with addition of high volume mineral admixture such as fly ash, sand

particle amount and size. In addition, material processing and its effect on both fresh and

hardened properties aid in composite design. Various trial mixes were planned based on the

micromechanics and the relevant literatures. The trial mixes in their fresh states were studied

for the evaluation of cohesiveness. After satisfied with the mixes in its fresh state, workability

of the various mixes were studied using slump cone. T50 slump flow test is carried out to

know the filling ability (flowability) property of the concrete. Characteristic Deformable

Factor, Gamma (τ) was also studied to know the behaviour in its fresh state. This is an

important property of Bendable concrete in its fresh state. Then, the mixes were casted for the

purpose of studying the behaviour of Bendable Concrete in compression. Various durability

properties were also studied in this work.

2.1. Methodology

One of the unique features behind the high ductility of Engineered Cementitious Composites

(ECC) is a design basis that is distinctly different from that of high strength concrete. For high

strength concrete or members of this family of concrete materials, high compressive strength



is reached by particle tight packing. The design basis of ECC, however, is based on

synergizing the mechanical interactions between fiber, matrix, and interfaces of the composite

so that multiple cracking in tension is attained. This design basis is embodied in a body of

knowledge known as the micromechanics of ECC. Micromechanics of ECC serves as a

powerful foundation for design of ECC for various performance needs for different target

applications. In this sense, the „micromechanics‟ is an effective tool for efficient design of

ECC with optimized mechanical, physical, and functional properties.

A tool such as Micromechanics is applied in arriving at suitable proportions of the

ingredients for making the composites. The suitability of all the ingredients are analysed by

conducting various tests in the laboratory and then the trial mixes are prepared to know

whether the prepared mixes satisfy wet properties and subsequently hardened properties

2.2. Ingredients of Polyvinyl Alcohol Fiber Reinforced Concrete

OPC (Ordinary Portland Cement), Natural River Sand, Class F Fly Ash, Polycarboxylic Ether

(PCE) based Superplasticizer; High flexural and tensile strength Polyvinyl Alcohol (PVA)

fibers were used. Filament Diameter and length of PVA fiber were 38 microns and 8mm

respectively. No Coarse aggregates were used due to the tendency of rupture of fibers during

mixing and transport.

3. RESULTS AND DISCUSSION

3.1. Behaviour of ECC in its wet Condition

Various Proportions were tried keeping the Water to Binder ratio as Constant and varying the

dosages of Superplasticizer for analysing the fresh property of the composites. The

Characteristic Deformability Factor test is used to quantify the effects of particle size

distribution of the fine aggregates in ECC along with other ingredients as outlined by Kong

et.al. A standard concrete slump cone is filled with fresh ECC and discharged onto a level

Plexiglas or glass plate. Following flow of ECC, two orthogonal diameters of the ECC

“pancake” are averaged and a Characteristic Deformability Factor, denoted by τ is calculated

using;

τ =

;

Where, D1 is the average of two orthogonal “pancake” diameters, in mm and D0 is the

diameter of bottom of original slump cone, in mm. Figure1 Shows the Wet Mix of ECC

having a creamy texture appearance.

Table 1 the Characteristic Deformability Test Data. The τ for an ECC should be between

2.75 and 4.00 as per the available literature. The mix was homogeneous and there was no

segregation and bleeding. Table 2 represents the typical mix proportions of various

ingredients of ECC. Figure 2 shows flowability property of ECC.




Table 1 Test Data of Characteristic Deformability Factor (τ) M

ix

Des

ign

ati

on

Cem

ent

(kg)

Sa

nd

(k

g)

Fly

Ash

(kg

)

SP

(k

g)

Wa

ter

(kg)

Fib

er %

by

Vo

lum

e

FA

/ P

C

W /

B

Av

era

ge

Dia

met

er,

D1

(mm

)

T5

0 c

m f

low

Tes

t (

Sec

on

ds)

Bo

ttom

Dia

met

er o

f

Slu

mp

Co

ne,

D0 (

mm

)

τ=

(D

1-D

0)

/ D

0

PVA

ECC-

2.00

570 456 684 3.135 338.6 2.0 1.2 0.27 790 437 200 2.95

Figure 1 Creamy Texture Appearance of Fresh PVA ECC – 2%

Figure 2 Measurement of Slump Flow (Characteristic Deformability Test)



Table 2 Typical Mix Proportion of Engineered Cementitious Composite

Cem

ent

Sa

nd

Fly

Ash

SP

Wa

ter

Fib

er

FA

/PC

W/B

570 456 684 3.135 338.6 26 1.2 0.27 FA: Fly Ash, W/B: Water to Binder ratio, FA/PC: Fly Ash to Portland Cement

3.2. Compressive Strength Test

The specimens of size 150 mm x 150 mm x 150mm were tested for knowing he compressive

strengths in a CTM machine of capacity 200 ton for various percentages of PVA fibers. Table

3 shows Compressive Strengths of ECC Specimens for different percentages of PVA fibers

at7 Days and 28 Days of age. Figure 3 shows the line graph of Compressive Strengths verses

PVA fibers.

Table 3 Compressive Strength at 7 Days And 28 Days

PVA Fiber (%) 7 Days 28 Days

0.00 14.22 41.48

0.25 15.44 39.63

0.50 18.25 42.44

0.75 20.43 44.54

1.00 21.86 46.52

1.25 23.89 47.30

1.50 23.89 48.45

1.75 24.73 50.59

2.00 25.62 52.95

Figure 3 Compressive Strength V/S PVA Fiber

3.3. Direct Tensile Strength Test

Direct Tensile Strength is one of the fundamental properties of concrete. Direct tensile

strength test is very difficult to be carried out on concrete specimens as there will be stress

concentrations at the junctions of the steel grippers which are made to hold the tensile strength

test specimens. Use of high tensile strength PVA fibers helped us to conduct tensile tests




using UTM (Universal Testing Machine) of capacity 100 ton. A flexible concrete after

loading shows the development of microcracks. This is a clear indication of amazing

durability properties of ECC. The specimens at the age of 28 days were subjected to direct

tensile loading under displacement control of 0.005mm/s to know the strain hardening

behaviour of the PVA fiber concrete and consequent development of micro cracks. Figure 4

shows the Tensile Test Specimen and its specification. Figure 5 represents the graph of stress

verses strain of ECC for a PVA fiber content of 2.00%. ESEM image is shown in Figure 6.

3.4. Specification of the Tensile Test Specimen

Overall Length = 660 mm

Distance between Shoulders = 300 mm

Gauge Length = 200 mm

Size of the Grip Section = 90 mm x 50 mm

Size across the Gauge Length = 50 mm x 50 mm

Figure 4 Dimensions of the Tensile Test Specimen

Figure 5 Stress-Strain Graph for Bendable Concrete



Figure 6 ESEM Image of Microcracks in Bendable Concrete

3.5. Durability Tests on Engineered Cementitious Composites

To understand the durability aspects of ECC, various transport properties such as

Permeability Tests, Rapid Chloride Penetration Test (RCPT) and Sorptivity Test were

conducted as per the Indian Standards.

3.5.1. Rapid Chloride Penetration Test

The Rapid Chloride Penetration Test (RCPT) is used to evaluate the resistance of a concrete

sample to the penetration of chloride ions. The RCPT consists of two parts: To obtain

consistent chloride permeability values for a concrete batch, each slice is conditioned to start

at the same moisture content. Then the concrete is tested by measuring the charge passed

through the slice when one side of the specimen is in contact with a Sodium Chloride (NaCl)

solution and the other side is in contact with a Sodium Hydroxide (NaOH) solution. The

current is recorded at 30 minutes intervals. The method based on Trapezoidal Rule can be

used to calculate the charge passed in Coulombs.

Charge passed = Q = 900(I0 + 2 I30 + 2 I60 + ………2 I300 + 2 I330 + 2 I360).

Where,

I0 = current immediately after voltage is applied in amperes

It = current at t min intervals after voltage is applied in amperes.

3.5.2. Sorptivity Test

The performance of concrete subjected to many aggressive environments is a function, to a

large extent, of the penetrability of the pore system. In unsaturated concrete, the rate of

ingress of water or other liquids is largely controlled by absorption due to capillary rise.

This test method is used to determine the rate of absorption (sorptivity) of water by ECC

specimens by measuring the increase in the mass of a specimen resulting from absorption of

water as a function of time when only one surface of the specimen is exposed to water. The

exposed Surface of the specimen is immersed in water and water ingress of unsaturated

concrete dominated by capillary suction during initial contact with water.

The absorption, I, is the change in mass divided by the product of the cross-sectional area

of the test specimen and the density of water. For the purpose of this test, the temperature

dependence of the density of water is neglected and a value of 0.001 g/mm3 is used. The units

of I are mm.




Where,

I = m/a *d

I = the absorption,

m = the change in specimen mass in grams, at the time t,

a = the exposed area of the specimen, in mm2, and

d = the density of the water in g/mm3.

3.5.3. Permeability Test

Onset of corrosion is possible only in the presence of Moisture, Oxygen, Carbon Dioxide,

Sulfur Trioxide and of course Chloride ions. The end product of corrosion is what we call it as

“Rust” has the volume almost equal to six times the volume of the original steel. To prevent

rusting of steel, we need to have water tight or highly impermeable concrete. If water

transport is prevented, corrosion will be arrested and ultimately we can avoid spalling up of

the concrete due to bursting pressure of rust from inside.

150mm cubes were casted for the purpose of conducting the tests on permeability. The

samples were cured for 28 days and then subjected to a water pressure of 0.5 MPa on a

surface of 100 mm diameter at the top of the specimen for a period of 72 hrs. The penetration

depth of water is measured by opening the specimen into two halves.

Table 4 shows the results of RCPT, Sorptivity Test and Permeability Test. Figures 7, 8

and 9 represent the line graph of Charged Passed, Sorptivity Slope and Depth of Permeability

verses PVA fibers respectively.

Table 4 Transport Properties of Bendable Concrete

PVA

Fiber

(%)

Rapid Chloride

Penetration Test Sorptivity Test

Permeability

Test

Charge Passed (Coulombs) Sorptivity Slope Depth of water

Penetration (mm)

0.00 1813.50 0.045 24.7

0.50 1606.50 0.036 17.8

1.00 1368.00 0.031 13.2

1.50 1210.50 0.025 11.6

2.00 1089.00 0.023 10.4

Figure 7 Charged Passed Verses PVA Fiber



Figure 8 Sorptivity Slope Verses PVA Fiber

Figure 9 Permeability Depth Verses PVA Fiber

4. CONCLUSIONS

The results of experiments monitoring the change in the transport properties are presented in

this paper. ECC specimens with Water to Binder ratio of 0.27 with PVA fiber content of 2%

shows a significant ductility property with a strain capacity of 1.675% and the corresponding

Tensile Strength observed was 5.84 Mpa. The observed microcracks through ESEM

(Environmental Scanning Electronic Microscope) were too tiny of size from 8.98 µm to 45

µm. The Compressive strength obtained was 52.95 Mpa for 2% PVA fiber content.

The depth of water permeated through 2 percent PVA fiber specimen at the age of 28 days

was only 10.40 mm which is less than the minimum cover to be provided in concrete

elements. This shows the sign of durable concrete. For 2% fiber content, the charge passed

through 2 percent PVA fiber specimen during RCPT test was found to be 1089 Coulombs and

the sorptivity slope was obtained as 0.023.

Bendable concrete could make infrastructure safer, economical and environmental

friendly and thus helps in sustainable development.




REFERENCES

[1] En Hua Yang. et.al. (2007) “Use of high volume fly ash to improve ECC Mechanical

[2] Properties and Material Greenness,” ACI Materials Journal/November-December 2007.pp.

303-311

[3] Mustafa Sahmaran et.al. (2007), “Transport properties of Engineered Cementitious

[4] Composites under chloride environment.” ACI Materials Journal/November –December 2007,

pp 303-310

[5] Mustafa Sahmaran and Victor. C. Li (2007), “Durability of mechanically loaded engineered

Cementitious composites under highly alkaline environments.” Cement and Concrete

Composites, 30 (2008), pp 72-81.

[6] En-Hua Yang et.al. (2008) “Fiber-bridging constitutive law of engineered cementitious

composites,” Journal of advanced concrete technology Vol. 6, No. 1, pp.181-193.

[7] Mustafa Sahmaran et.al (2008), “Corrosion Resistance Performance of Steel _reinforced

Engineered Cementitious composite Beams.” ACI Materials Journal / May-June 2008, pp

243-250

[8] Michael D. Lepech (2008), “Design of Green Engineered Cementitious Composites for

improved sustainability.” ACI Materials Journal/November –December 2008, pp 567-575

[9] En-hua Yang et.al (2009), “Rheological Control in production of Engineered Cementitious

Composites.”, ACI Materials Journal/ July-August 2009, pp357-366

[10] Mustafa Sahmaran and Victor Li., “Durability properties of micro-cracked ECC containing

high volumes fly ash.” Journal of Cement and Concrete Research, 39(2009), pp 1033-1043

[11] Yingzi Yang et.al (2009), “Autogenous healing of engineered cementitious composites under

wet-dry cycles.” Cement and Concrete Research, 39 (2009), pp 382-390

[12] Michael D. Lepech and Victor. C. Li (2009), “Water permeability of engineered cementitious

composites.” Cement and Concrete Composites, 31 (2009), pp 744-753

[13] Mustafa Sahmaran et.al (2009), “Internal curing of engineered cementitious composites for

prevention of early age Autogenous shrinkage cracking.” Cement and Concrete Research,

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[14] Mustafa Sahmaran and Victor. C. Li (2009), “Influence of microcracking on water absorption

and sorptivity of ECC.” Materials and structures, 30 (2009) 42, pp 593-603.

CRACK-FREE ENGINEERED CEMENTITIOUS COMPOSITES TO …€¦ · Volume 11, Issue 10, October 2020, pp. 1-12, Article ID: IJARET_11_10_001 ... Crack-Free Engineered Cementitious Composites

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