EXPERIMENTAL INVESTIGATION ON EFFECT OF SBR AND STEEL ... · (30, 35, 47, 60 and 85). SBR latex...

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International Journal of Civil Engineering and Technology (IJCIET)

Volume 9, Issue 2, February 2018, pp. 361–378, Article ID: IJCIET_09_02_035

Available online at http://http://www.iaeme.com/ijciet/issues.asp?JType=IJCIET&VType=9&IType=2

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

© IAEME Publication Scopus Indexed

EXPERIMENTAL INVESTIGATION ON EFFECT

OF SBR AND STEEL FIBER ON PROPERTIES

OF DIFFERENT CONCRETE TYPES

Dr. Ola Adel Qasim

Doctor, Lecturer, Civil Engineering Department,

AL-Mansour University College, Baghdad, Iraq.

ABSTRACT

Concrete represent the various well-known and extensively worked material to

possess very high strength and adequate workability characteristics. This paper

emphasizes on polymer steel fiber concrete. Five different concrete mixes were taken

experimentally to study the effect of Styrene-Butadiene Rubber (SBR) latex with

different dosages ratio of (0, 5, 10, 15 and 20%) and steel fiber with different ratios of

(0, 1 and 2% by volume) on properties of different concrete mix with grade of concrete

(30, 35, 47, 60 and 85). SBR latex polymer was adopted depending on weight of

cement. Cubes and cylinders for the compressive strength test were prepared, and

specimens were tested after 28 days of curing. This paper remarked that SBR latex has

the contrary influence at the early age while at 28 days, the joining of SBR latex in

concrete results in intensification of compressive strength. The results show that using

SBR in dosages of (0, 5, 10, 15 and 20%) affects increasingly on compressive strength

up to (15%) after that at 20% SBR effect decreasingly and the results is similar to

ratio of 10%, that mean increase of SBR beyond 15% effect reversely on concrete

because of its superplasticizer effects. The attachment of steel fibers to concrete will

develop the compressive strength. The results show that for the five different concrete

mixes, SBR effect decrease with the increase of concrete grade.

Key words: SBR, Steel fiber, polymer and compressive strength.

Cite this Article: Dr. Ola Adel Qasim, Experimental Investigation on Effect of SBR

and Steel Fiber on Properties of Different Concrete Types. International Journal of

Civil Engineering and Technology, 9(2), 2018, pp. 361-378.

http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=9&IType=2

1. INTRODUCTION

Admixtures are fundamental components of the concrete mix. They are powerful and

frequently extensive components in several countries. The mix which contains no admixture

is nowadays an exception. The use of admixtures is growing because they are capable of

imparting considerable physical, chemical and economic benefits with respect to concrete

[Neville, A. (1995)]. It can be defined as a chemical product which is combined with the

Dr. Ola Adel Qasim


concrete mix for the idea of accomplishing particular modifications to the normal

characteristics of concrete.

The durability of concrete has recognized an example of the numerous essential

characteristics, which is an imperative indicator for its ultimate performance that improved

strength and durability characteristics compared with traditional concrete or even high-

performance concrete and ultra-high performance concrete [Soni, K. and Joshi, Y. (2014)]. In

recent years, the polymer has been used widely as a construction material because of its

improved properties of concrete. Concrete is the entirety of the various suitable construction

materials with interests to its strength, great serviceability, structural stability and relatively

low expense. To achieve impressive gains in safety, functionality and economy materials

technologies have been enabled [M. Essa, (2008)]. There is obvious evidence that the

application of fibers and polymer in concrete will frequently proceed to be the selected

decision for several designs. Development and design of new improved materials require

materials with frequently upgraded properties; especially toughness is concentrated on the

inclusion of additives, polymer admixtures, and fibers to improve certain physical and

mechanical characteristics. SBR and steel fiber concrete is composed of cement, containing

fine and coarse aggregate, discrete fibers and polymer (SBR-latex). When fibers and polymer

are added to conventional concrete they improve mechanical properties of conventional

concrete significantly [S. Ahmed (2011)].

2. PREVIOUS STUDIES

Previous studies introducing polymers into concrete with the using of steel fiber to create

polymerize steel fiber concrete and they have shown that both polymers and fibers, enhances

the strength and abrasion and permeability characteristics of concrete. The benefit of the

polymer came from the gel formation of a cement-polymer matrix that leads to reduced and

sealed the pores in the concrete [Sivakumar. M. (2010)]. Experimental Investigation by

[Rajan L. et. al. 2016] they studied connected impression of SBR and steel fiber on

characteristics of concrete, they made a test of compression strength, flexural strength,

splitting tensile strength and pull out test with embedded steel bar, with 15% polymer (styrene

butadiene rubber) with (1% to 10%) of the hooked end steel fiber. The observation from the

tests shows that polymer prevents concrete from the formation of micro-cracks and cracks

propagation this leads to develop a strong cement hydrate-aggregate bond. Results show that

flexural strength and bond energy of concrete is improved with the joining of steel fiber and

uniform percentage of the polymer. [U. Kalwane, et. al. 2016] study the toughness of polymer

modified steel fiber reinforced concrete with steel fibers volume fraction (0% to 7%) at the

interval of (1%) by weight of cement, with (15%) SBR latex polymer by cement weight. Test

for compressive strength, flexure strength and, the bond test was prepared. The results show

that fibers and polymer are very productive in developing the toughness of concrete matrix.

Concrete properties can be improved by the addition of (SBR) [D. Singh and P. Kumar,

(2016)] used steel fiber with (0%, 0.5%, 1%) and SBR with (5%, 10%, 15%) on flexural and

compressive strength test. Results show that important advance in flexural strength during (3-

10%) SBR is combined and the compressive strength may decline with the joining of SBR.

[Al-Hadithi, A. (2005)] show that the properties of no-fines concrete using the maximum size

of aggregates (10mm) can be improved by SBR polymer, with percentages of cement weight

(5, 7.5 and 10%). Results revealed an improvement in compressive, flexural strength and

density corresponding to reference.

[Gengying Li et al, (2010)] study the properties of modified concrete by using polymers

and steel fiber to improve the characteristics of concrete for flexural and compressive

Experimental Investigation on Effect of SBR and Steel Fiber on Properties of Different Concrete Types


strength, (3-10%) by weight of SBR leads to increase flexural strength. [Baoshan H. et. al.

(2010)], improved the strength properties and permeability concrete through the use of SBR.

[Ru W., et. al. (2006)] consider the impact of SBR polymer on cement hydration, with the

content of (5 and 10%).

[Zhengxian Y., et. al. (2009)] investigate the impression of SBR on the chloride

permeability and microstructure of portland cement mortar with various polymer/cement

ratios. They observed that SBR improved the chloride diffusion resistance. [V. Bhikshma, et.

al. (2010)] investigation the behavior of polymer cement concrete for five different grades of

concrete and polymer with (5 to 10%) on mechanical properties like, compressive, splitting,

flexural strength, stress-strain, modulus of elasticity and permeability of concrete.

[M. Shafieyzadeh (2013)] study the influences of silica fume and (SBR) on compressive

strength of concrete with silica fume ratios of (0, 5, 7.5, and 10%) and SBR of (0, 5, 10, and

15 %). He found that SBR with (5%) raises slightly the compressive strength. They proposed

a mathematical model for evaluation and predict the compressive strength. Silica fume react

with polymers and create a gel that closed the pores and reduces the permeability and that

agree with [Faseyemi v. (2012)], [Anilkumar P. et. al., (2014)] and [Srivastava, V. et. al.

(2012)]. [Hala M. et. al., (2015)] used two types of polymers with different weight and their

effects on the tensile, compressive and impact strengths with five proportions of polymers

ranging (2 to 20%) by weight of cement. Results proved that concrete with polymers has

greater strength.

3. MECHANICAL PROPERTIES OF STEEL FIBER CONCRETE

The joining of steel fibers to concrete or mortar results in fiber reinforced concrete or fiber

reinforced mortar, which modifies its standardized properties, especially when fibers have a

good mechanical bond. Fibers that are randomly distributed act as micro-crack arrestors,

improving ductility, failure, toughness, post-cracking strength, impact resistance, and fatigue

strength. Fibers have two important parameters which are strongly influence on concrete

properties which are, the volume fraction Vf and aspect ratio (L/d). Many researchers

studying the mechanical characteristics (compressive strength tensile and flexural strength) of

steel fiber concrete and they found that these properties depend on the method of adding

fibers to the mix, fiber geometry, fiber content, and maximum size of aggregate.

[Faraz Khan and Juned Ahmad (2015)] used SBR polymer and hooked shape end steel

fibers to study their effects on compressive strength, splitting tensile strength and flexural

strength of concrete. Concrete normally is weak in tension, so for this purpose steel fibers

should be combined with the concrete, to develop its characteristics in tension. Steel fiber

with (0%, 0.5%, 0.75%, 1% and 1.25%) and latex with percentage (5%, 10%, 15%) were used

and the results show that both SBR and steel fiber increase the maximum strength. Steel fiber

improves the structural behavior and increasing the resistance to cracking propagation and

improving mechanical properties

[Muhammad Abed Attiya, (2017)] used different volumetric percentages (0.1 % to 2 %),

with two mixes with (SBR) and silica fume. The results revealed that increasing of steel fiber

content in concrete has a significant influence on the increase compressive, tensile, flexural

strength, modulus of elasticity and stress-strain relationship.

[G. D. Awchat and N. M. Kanhe (2013)], presents experimental investigations with steel

fibers volume fraction as (30, 40, and 50 kg/m3) and SBR latex dosage in expressions of

polymer/cement ratio as (5, 10 and 15%). They observed that steel fiber with (30 kg/m3) and

Dr. Ola Adel Qasim


(5%) polymer contributes an improvement in compressive strength, splitting tensile strength

and flexural strength up to (6.86%, 4.24%, and 5.43%) as correlated to normal concrete.

4. EXPERIMENTAL WORKS

In this study, the effects of polymer materials and steel fiber on the different grade concrete

mixes were investigated. The adopted polymers were the styrene-butadiene-rubber (SBR)

latex with contents of (0, 5, 10, 15 and 20%) by weight of cement content with steel fiber

contents of (0, 1 and 2.0%) ratio by volume.

4.1. Materials

The following sections represent a classification of the materials employed in this research:

4.1.1. Cement

Cement production (Type I) (Ordinary Portland cement) as shown in figure (1) conforms

according to [ASTM C150-86] is used in this research. Table (1) presents the physical

features of the cement utilized in this research.

Table 1 Physical properties of cement.

Physical Properties Test Result Limits of Iraqi Spec.

No.5/1984

Blain method, (surface area) 380 ≥230 m2/kg

Setting time.:

Initial

Final

03:18

04:46

≥ 1 hour

≤10hours

Soundness 0.20% ≤0.8%

strength of mortar 3 days=15.7

7 days =27.56

≥15N/mm2

≥23 N/mm2

4.1.2. Fine Aggregate

4.75 mm maximum size natural sand aggregate as shown in figure (1) was used for concrete

mixes. It was clean, free of clay and the results indicated that the grading curve as shown in

figure (2) and physical properties of fine aggregate with (specific gravity=2.58, sulfate

content=0.078% and absorption=0.8%) were within the provision of the Iraqi specification

[No. 45/1984] and with [ASTM C136/05] as noted in the table (2).

4.1.3. Coarse Aggregate

10 mm maximum size coarse aggregate used in this work as shown in figure (1) with specific

gravity=2.63, sulfate content (SO3)=0.05% and absorption=0.52% within the limits of [ASTM

C33/86 specification] and saturated surface dry. The grading of coarse aggregate is given in

Table (3). Figure (3) show grading curve for coarse aggregate.

Table 2 Grading of fine aggregate zone (3).

Size Sieve

(mm)

Cumulative

Passing (%)

Limits

4.75 100 90-100

2.36 92 85-100

1.18 86 75-100

0.6 67 60-79

0.3 24 12-40

0.15 8 0-10

Table 3 Grading of coarse aggregate.

Sieve Size

(mm)

Cumulative

Passing (%)

Limits

12.5 100 100

9.5 97 85-100

4.75 20 10-30

2.36 5 0-10

1.18 0 0-5



Figure 1 Cement, fine aggregate and coarse aggregate used.

Figure 2 Grading curve for coarse aggregate. Figure 3 Grading curve for fine aggregate.

4.1.4. Polymer (Styrene Butadiene Rubber SBR)

The polymer is characterized as a chemical material with complex patterns (powder, liquid,

latex, etc.). Polymer means many particles joined together by a chemical bond. Styrene-

butadiene rubber (SBR) is employed in this research figure (4). It is an elastomeric polymer

with a cloudy-white liquid. The emulsion polymerization of latex transforms the concrete

formation arrangement within two manners, cement hydration, and film organization. The

improvements are the highest bond strength of concrete, larger flexural strength, and

moderate permeability. Moist curing is regularly expected for (24-48) hours to authorize the

concrete to obtain strength previous to allowing the latex film to develop. The characteristic

features are presented in Table (4). SBR is employed as a ratio by weight of cement of (0, 5,

10, 15 and 20%). This polymer is prepared in the fluid structure including (40% solids and

60% water). The water included in the polymer has incorporated in the complete water

content of the mix i.e. decrease the volume of water included in the polymer from the amount

of w/c ratio while joining the water to the concrete mix [Hala M. et. al., (2015)].

Table 4 Typical properties of the (SBR).

No. Properties Description

Figure 4 Type of SBR used.

1 Appearance White basis

2 Specific gravity 1.03±0.02@25oC

3 PH amount 10±4

4 Solid amount 40%

5 Freeze/Thaw

resistance

Excellent

6 Chloride content Nil

7 No-flammable

8 Can be worked with every class of

Portland cement.

Dr. Ola Adel Qasim


4.1.5. Steel Fibers

High-tensile steel fibers were used with the volume fraction of (0, 1 and 2%). Table (5)

displays the characteristics of the employed steel fibers. Steel fibers manufactured by (Hebei

Yusen Metal Wire Mesh Company Ltd. Company, China), as exposed in figure (5), followed

by the demands of [ASTM A820/A 820M-04] for Type II (Cut Sheet Fibers). Table 5 Properties of steel fiber.

Description (Type of steel fiber) Straight

Figure 5 Steel fiber used (13/0.2 with aspect

ratio of 65).

Length of fiber (L)mm 13

Diameter of Fiber (d) mm 0.2

Tensile strength (MPa) 2600

Modulus of Elasticity (Es) (GPa) 210

Density (kg/m3) 7800

Cross section Round

Aspect ratio L/D 65

4.1.6. High Range Water Reducing Admixture (Superplasticizer)

Admixtures are chemical substances, which are combined to concrete at the mixing step to

transform any of the qualities of the mix; its advantages include high workability, easy

employment without the decrease in cement content and strength, high strength concrete with

normal workability but lower water content. The superplasticizer used was manufactured and

supplied by SIKA® under the commercial name (Sika ViscoCrete-5930) as shown in figure

(6). It has three functions, i.e. superplasticizer, viscosity modifying agent, and retarder. This is

better than using the three admixtures individually which might be incompatible and cause

complicity in the mixture, which increases compressive, tensile and flexural strength can be

obtained as an advantage of its water decreasing features as specified in [ASTM

C109/C109M-05] and [ASTM C1240-03].

4.1.7. Mineral Admixture Silica Fume (SF)

Gray densified silica fume from (Basif Materials Company) has been used as a mineral

admixture, corresponds to the chemical and physical demands of [ASTM C1240-04] as

shown in Table (6) and figure (7). It is a highly active pozzolanic material and is a by-product

of the assembling of Silicon or Ferro-silicon metal. It is a remarkably fine powder, with

particles around 100 times less than an average cement grain [Anilkumar P. et. al., (2014)],

[Srivastava, V. et. al. (2012)], [Faseyemi v. (2012)].

Table 6 Chemical and physical analysis of the silica fume.

Chemical properties and Physical properties S.F. Limit of Specification

Requirement ASTM C 1240

SiO2 % 91.0 >85.0

Moisture value % 0.9 <3.0

Loss on ignition 2.6 <6.0

Percent stayed on No. 325 sieve 7-8 <10

Pozzolanic and Strength Activity Index at 7 days 125 >105

Specific surface, m2/g 22 >15

Specific gravity 2.24 -----

Figure 6 Superplasticizer used. Figure 7 Silica fume used.



5. MIX PROPORTIONS

The effect of SBR employed as a ratio by weight of cement with content (0, 5, 10, 15 and

20%) and steel fiber with content (0, 1 and 2%) on different concrete mixes with different

grades of compressive strength are shown in tables (7-11) with the balance of the ingredients

for the processed concrete mixes as shown below:

(Mix 1 Grade=30) (1: 1.55: 2.4) (by measurement of ordinary Portland cement: fine

aggregate: coarse aggregate with w/c ratio of 0.45).







(Mix 5 Grade=85) (1: 1.14: 0) (by measurement of ordinary Portland cement: fine aggregate:

coarse aggregate with w/c ratio of 0.24).

Table 7 Mix design for (Mix 1).

Mix

design

Cement

(kg/m3)

Sand

(kg/m3)

Aggregate

(kg/m3)

Water

(kg/m3)

w/c SBR

(%)

Fiber

(%)

M11 420 650 1000 225 0.45 0 0

M12 420 650 1000 225 0.45 5 0

M13 420 650 1000 225 0.45 10 0

M14 420 650 1000 225 0.45 15 0

M15 420 650 1000 225 0.45 20 0

M11 420 650 1000 225 0.45 0 1

M12 420 650 1000 225 0.45 5 1

M13 420 650 1000 225 0.45 10 1

M14 420 650 1000 225 0.45 15 1

M15 420 650 1000 225 0.45 20 1

M11 420 650 1000 225 0.45 0 2

M12 420 650 1000 225 0.45 5 2

M13 420 650 1000 225 0.45 10 2

M14 420 650 1000 225 0.45 15 2

M15 420 650 1000 225 0.45 20 2


Mix

design

Cement

(kg/m3)

Sand

(kg/m3)

Aggregate

(kg/m3)

Water

(kg/m3)

w/c SBR

(%)

Fiber

(%)

M21 500 640 980 225 0.45 0 0

M22 500 640 980 225 0.45 5 0

M23 500 640 980 225 0.45 10 0

M24 500 640 980 225 0.45 15 0

M25 500 640 980 225 0.45 20 0

M21 500 640 980 225 0.45 0 1

M22 500 640 980 225 0.45 5 1

M23 500 640 980 225 0.45 10 1

M24 500 640 980 225 0.45 15 1

M25 500 640 980 225 0.45 20 1

M21 500 640 980 225 0.45 0 2

M22 500 640 980 225 0.45 5 2

M23 500 640 980 225 0.45 10 2

M24 500 640 980 225 0.45 15 2

M25 500 640 980 225 0.45 20 2

Dr. Ola Adel Qasim



Mix

design

Cement

(kg/m3)

Sand

(kg/m3)

Aggregate

(kg/m3)

Water

(kg/m3)

w/

c

SBR

(%)

Fiber

(%)

M31 544 700 1360 217.6 0.4 0 0

M32 544 700 1360 217.6 0.4 5 0

M33 544 700 1360 217.6 0.4 10 0

M34 544 700 1360 217.6 0.4 15 0

M35 544 700 1360 217.6 0.4 20 0

M31 544 700 1360 217.6 0.4 0 1

M32 544 700 1360 217.6 0.4 5 1

M33 544 700 1360 217.6 0.4 10 1

M34 544 700 1360 217.6 0.4 15 1

M35 544 700 1360 217.6 0.4 20 1

M31 544 700 1360 217.6 0.4 0 2

M32 544 700 1360 217.6 0.4 5 2

M33 544 700 1360 217.6 0.4 10 2

M34 544 700 1360 217.6 0.4 15 2

M35 544 700 1360 217.6 0.4 20 2


Mix

design

Cement

(kg/m3)

Sand

(kg/m3)

Aggregate

(kg/m3)

Water

(kg/m3)

w/c SBR

(%)

Fiber

(%)

M41 544 677 1000 185 0.34 0 0

M42 544 677 1000 185 0.34 5 0

M43 544 677 1000 185 0.34 10 0

M44 544 677 1000 185 0.34 15 0

M45 544 677 1000 185 0.34 20 0

M41 544 677 1000 185 0.34 0 1

M42 544 677 1000 185 0.34 5 1

M43 544 677 1000 185 0.34 10 1

M44 544 677 1000 185 0.34 15 1

M45 544 677 1000 185 0.34 20 1

M41 544 677 1000 185 0.34 0 2

M42 544 677 1000 185 0.34 5 2

M43 544 677 1000 185 0.34 10 2

M44 544 677 1000 185 0.34 15 2

M45 544 677 1000 185 0.34 20 2


Mix

desig

n

Cement

(kg/m3)

Sand

(kg/m3)

Aggregat

e (kg/m3)

Silica fume

(kg/m3)

Water

(kg/m3)

w/c SB

R

(%)

Fiber

(%)

M51 920 1050 0 230 221 0.24 0 0

M52 920 1050 0 230 221 0.24 5 0

M53 920 1050 0 230 221 0.24 10 0

M54 920 1050 0 230 221 0.24 15 0

M55 920 1050 0 230 221 0.24 20 0

M51 920 1050 0 230 221 0.24 0 1

M52 920 1050 0 230 221 0.24 5 1

M53 920 1050 0 230 221 0.24 10 1

M54 920 1050 0 230 221 0.24 15 1

M55 920 1050 0 230 221 0.24 20 1

M51 920 1050 0 230 221 0.24 0 2

M52 920 1050 0 230 221 0.24 5 2

M53 920 1050 0 230 221 0.24 10 2

M54 920 1050 0 230 221 0.24 15 2

M55 920 1050 0 230 221 0.24 20 2



6. PREPARATION OF SAMPLES AND MIXING PROCEDURES

A mechanical rotating mixer was practiced. First, the aggregate and the cement were joined

before the polymer was united and the dry mixing remained until the dry mixture converted

homogenous. Then the polymer was combined continuously all the particles were completely

covered with the polymer. Eventually, the water was supplemented and the mixing continued

until the uniform mixture was obtained. For mixtures containing steel fibers, the same

procedure was used and the steel fibers were added after adding (SBR), and the mixing

continued until the concrete became homogenous in consistency. For high and ultra-high

strength concrete mixes dry materials were first mixed (cement and silica material) until the

silica powder was uniformly separated among the cement particles. Then, the sand was placed

in a mixer and combined. The polymer was then added until all the particles were fully

covered with the polymer. The essential value of superplasticizers was dissolved in the water

and stirred. The water suspension and the superplasticizer were gradually combined to the

rotary machine and the components of the total mix were combined for a particular period.

The machine is closed and the hand-mixing is extended, particularly for the parts not touched

by the mixer edges. When steel fibers were utilized, they were disbanded regularly to avoid

the balling and distribution of steel fibers in all the mixture. Figure (8) show the preparation,

mixing, casting and curing procedure.

Figure 8 prpparaion, mixing, casting and curing procedure.

7. CASTING, COMPACTION AND CURING

In accordance with [ASTM C192 / C192M-02], the composite substance was completely

molded into a couple-layer. Primary, approximately half of the matter was settled. Then, the

mixture was vibrated for approximately 1-2 minutes on a vibrating desk to guarantee that the

Dr. Ola Adel Qasim


material is densified very well. Following, the other share of the mold was loaded with the

mixture in the corresponding behavior. A steel tool was employed to smoothing the outside of

the molds, and then plastic sheets were used to cover the samples to prevent moisture loss and

then deposited at laboratory warmth before demolding. Next 24 hours, the samples were

carefully demolding, marked and placed in water for curing for up to 28 days and then tested.

Curing is an important factor in the achievement of durable concrete compositions, allowing

cement hydration to maintain, which is demanded to diminish capillary porosity and lead to

the strengthening of concrete and increased endurance to permeability.

8. TEST OF FRESH CONCRETE (WORKABILITY)

The workability of concrete is the facility among which concrete can be processed,

transported, placed, compacted and completed to obtain a dense and homogeneous mass of

concrete. The workability of the concrete is governed by the water-cement ratio, the chemical

composition of the cement and its fineness, the proportion of cement added in the concrete,

the shape of the aggregate size, the porosity, the water absorption of the aggregate and the use

of additives, [ASTM (C143-90a)]. The slump cone test is the simplest test method for

determining the workability of concrete, and it is extremely valuable for detecting variations

in the uniformity of the mixture within a different ratio. Slump tests were performed on each

concrete mixture. The joining of SBR Latex increases the workability of the slump amount of

the concrete, this leads to the SBR latex having the plasticizing impact on the concrete and

this is due to ball bearing action of polymer particles among cement particles. The highest

slump value is not acceptable, as it will lead to separation and the mechanical characteristics

of the concrete will be adversely affected. Figure (9) show the workability test.

Figure 9 Slump cone test (workability).

9. COMPRESSIVE STRENGTH TESTS RESULTS AND DISCUSSION.

The design of the mixture is the process that is carried out to determine the most suitable

components of the concrete and determine the relative quantities to achieve the required

strength. Compressive strength for different concrete mixes at the interval of 28 days was

determined. It was planned related to [B.S-1881; part 116] and with [ASTM C39-2005].

(100x200 mm cylindrical specimens and 100x100x100 cube were employed to manage the

compressive strength of different concrete mixes using a hydraulic digital compression testing

device (ELE-Digital Elect 2000) of 2000 kN capacity. Load frequency for total experiments

was estimated at (15MPa per minute), According to [ASTMC109/C109M-05]. The average

compressive strength of three specimens was reported. Table (12) shows percentage in

compressive strength due to SBR ratio effect on different type of concrete and table (13) show

percentage in compressive strength due to steel fiber content effect on the different type of

concrete. Figure (10) shows the compressive strength test.



Table 12 Compressive strength percentage due to effect SBR ratio on different type of concrete.

SBR

(%)

Fiber

(%)

Mix

(1

)

Cy

lin

der C

om

press

ive

Str

en

gth

(M

Pa

)

(%)

Increa

sin

g o

f S

BR

eff

ect

Mix

(2

)

Cy

lin

der C

om

press

ive

Str

en

gth

(M

Pa

)

(%)

Increa

sin

g o

f S

BR

eff

ect

Mix

(3

)

Cy

lin

der C

om

press

ive

Str

en

gth

(M

Pa

)

(%)

Increa

sin

g o

f S

BR

eff

ect

Mix

(4

)

Cy

lin

der C

om

press

ive

Str

en

gth

(M

Pa

)

(%)

Increa

sin

g o

f S

BR

eff

ect

Mix

(5

)

Cy

lin

der C

om

press

ive

Str

en

gth

(M

Pa

)

(%)

Increa

sin

g o

f S

BR

eff

ect

0 0 M11 30 0 M21 35 0 M31 47 0 M41 60 0 M51 85 0

5 0 M12 35 16.67 M22 39 11.43 M32 51 8.51 M42 64 6.67 M52 88 3.53 10 0 M13 39 30.00 M23 40 14.29 M33 55 17.02 M43 67 11.67 M53 91 7.06

15 0 M14 42 40.00 M24 42 20.00 M34 58 23.40 M44 69 15.00 M54 94 10.59

20 0 M15 39 30.00 M25 40 14.29 M35 55 17.02 M45 68 13.33 M55 91 7.06 0 1 M11 34 0 M21 39 0 M31 52 0 M41 68 0 M51 108 0

5 1 M12 40 17.65 M22 43 10.26 M32 57 9.62 M42 73 7.35 M52 112 3.70

10 1 M13 44 29.41 M23 45 15.38 M33 61 17.31 M43 76 11.76 M53 116 7.41 15 1 M14 47 38.24 M24 47 20.51 M34 64 23.08 M44 79 16.18 M54 120 11.11

20 1 M15 45 32.35 M25 45 15.38 M35 61 17.31 M45 76 11.76 M55 116 7.41

0 2 M11 38 0 M21 44 0 M31 59 0 M41 75 0 M51 125 0 5 2 M12 45 18.42 M22 49 11.36 M32 65 10.17 M42 80 6.67 M52 130 4.00

10 2 M13 49 28.95 M23 52 18.18 M33 69 16.95 M43 84 12.00 M53 135 8.00

15 2 M14 53 39.47 M24 54 22.73 M34 73 23.73 M44 88 17.33 M54 140 12.00 20 2 M15 49 28.95 M25 52 18.18 M35 69 16.95 M45 84 12.00 M55 135 8.00

Table 13 Compressive strength percentage due to effect steel fiber content on different type of concrete.

SBR

(%)

Fiber

(%)

Mix

(1

)

Cy

lin

der C

om

press

ive

Str

en

gth

(M

Pa

)

(%)

Increa

sin

g o

f

Fib

er

eff

ect

Mix

(2

)

Cy

lin

der C

om

press

ive

Str

en

gth

(M

Pa

)

(%)

Increa

sin

g o

f

Fib

er

eff

ect

Mix

(3

)

Cy

lin

der C

om

press

ive

Str

en

gth

(M

Pa

)

(%)

Increa

sin

g o

f

Fib

er

eff

ect

Mix

(4

)

Cy

lin

der C

om

press

ive

Str

en

gth

(M

Pa

)

(%)

Increa

sin

g o

f

Fib

er

eff

ect

Mix

(5

)

Cy

lin

der C

om

press

ive

Str

en

gth

(M

Pa

)

(%)

Increa

sin

g o

f

Fib

er

eff

ect

0 0 M11 30 0 M21 35 0 M31 47 0 M41 60 0 M51 85 0 5 0 M12 35 0 M22 39 0 M32 51 0 M42 64 0 M52 88 0

10 0 M13 39 0 M23 40 0 M33 55 0 M43 67 0 M53 91 0

15 0 M14 42 0 M24 42 0 M34 58 0 M44 69 0 M54 94 0 20 0 M15 39 0 M25 40 0 M35 55 0 M45 68 0 M55 91 0

0 1 M11 34 13.33 M21 39 11.43 M31 52 10.64 M41 68 13.33 M51 108 27.06

5 1 M12 40 14.29 M22 43 10.26 M32 57 11.76 M42 73 14.06 M52 112 27.27 10 1 M13 44 12.82 M23 45 12.50 M33 61 10.91 M43 76 13.43 M53 116 27.47

15 1 M14 47 11.90 M24 47 11.90 M34 64 10.34 M44 79 14.49 M54 120 27.66

20 1 M15 45 15.38 M25 45 12.50 M35 61 10.91 M45 76 11.76 M55 116 27.47 0 2 M11 38 26.67 M21 44 25.71 M31 59 25.53 M41 75 25.00 M51 125 47.06

5 2 M12 45 50.00 M22 49 40.00 M32 65 38.30 M42 80 33.33 M52 130 52.94

10 2 M13 49 63.33 M23 52 48.57 M33 69 46.81 M43 84 40.00 M53 135 58.82 15 2 M14 53 76.67 M24 54 54.29 M34 73 55.32 M44 88 46.67 M54 140 64.71

20 2 M15 49 63.33 M25 52 48.57 M35 69 46.81 M45 84 40.00 M55 135 58.82

The results of use of SBR in doses of (0, 5, 10, 15 and 20%) increasingly affect the

compressive strength [Srivastava, V. et. al. (2012)]. This improvement in compressive

strength came from three events. The first is that the polymer concrete has lower w/c ratios,

giving greater strength, the second is that the application of polymer points to the formation of

a consecutive three-dimensional system of polymer molecules throughout the concrete

producing improvements in the binder arrangement because of the high-grade bond properties

of the SBR polymer, and the latter is incomplete filling of the pores with the polymer which

reduces the porosity [M. Shafieyzadeh (2013)]. The curing treatment of these mixtures

enables them to obtain reasonable strength in the early ages, as the hydration and moisturizing

process is responsible for this strength, while for concrete mixtures containing polymer

(SBR), the hydration of the cement and polymer film production by polymerization is

responsible for the gain of concrete strength [V. Bhikshma, et. al. (2010)]. At the early ages of

the polymer concrete mix, the process of polymerization is initially reduced with hydration

development, after hydration and polymer film, will produce the development of causative

Dr. Ola Adel Qasim


improvements. Increasing in strength is observed for mixtures that contain additives such as

silica fume; this behavior may be related to silica fume physical properties which are

combined with calcium hydroxide to form calcium silicate and calcium aluminates. The

combined actions of SBR emulsion and pozzolanic activity leads to decrease the voids in

concrete and this is due to silica reaction forming additional cement gel that filled the void in

concrete and increases the strength [Muhammad Abed Attiya, (2017)], [Anilkumar P. et. al.,

(2014)]. When steel fiber supplements from (0, 1.0 and 2.0%) there is the enhancement in the

grade of the concrete after addition of steel fiber up to 2% is observed and this is conformed

with [Rajan L. et. al. 2016].

Figure 10 Compressive strength test.

1-for mix (1)

For concrete (mix 1) with the grade of concrete (30 MPa) and proportions of (1: 1.55: 2.4) (by

weight of ordinary Portland cement: fine aggregate: coarse aggregate with w/c ratio of 0.45).

The results show that using SBR in dosages of (0, 5, 10, 15 and 20%) affects increasingly on

compressive strength up to (15%) after that at 20% SBR effect decreasingly and the results is

similar to ratio of 10%, that mean increase of SBR beyond 15% effect reversely of concrete

because of its superplasticizer effects. When SBR dosages increases from (0) to (5, 10, 15 and

20%) an increase in average compressive strength of (16.67, 30, 40.0 and 30.0%) for steel

fiber (0%) and (17.65, 29.41, 38.24 and 32.35%) for steel fiber (1.0%) and (18.42, 28.95,

39.47 and 28.95%) for steel fiber (2.0%) as shown in table (12) and figure (11). For SBR ratio

(0, 5, 10, 15 and 20%), when steel fiber changed from (0 to 1.0%) an increase in average

compressive strength (13.33, 14.29, 12.82, 11.90 and 15.38%) and when steel fiber enhances

from (0 to 2.0%) an increase in average compressive strength (26.67, 50.0, 63.33, 76.67 and

63.33%) as shown in table (13) and figure (12).



Figure 11 Effect of SBR ratio on average

compressive strength at 28-day age for mix

1.

Figure 12 Effect of steel fiber content on

average compressive strength at 28-day

age for mix 1.

2-for mix (2)

For concrete (mix 2) with the grade of concrete (35 MPa) and proportions of (1: 1.28: 1.96)

(by weight of ordinary Portland cement: fine aggregate: coarse aggregate with w/c ratio of

0.45). The results show that using SBR in dosages of (0, 5, 10, 15 and 20%) affects

increasingly on compressive strength up to (15%) after that at 20% SBR effect decreasingly

and the results is similar to ratio of 10%, that mean increase of SBR beyond 15% effect

reversely of concrete because of its superplasticizer effects. When SBR dosages increases

from (0) to (5, 10, 15 and 20%) an increase in average compressive strength of (11.43, 14.29,

20.0 and 14.29%) for steel fiber (0%) and (10.26, 15.38, 20.51 and 15.38%) for steel fiber

(1.0%) and (11.36, 18.18, 22.73 and 18.18%) for steel fiber (2.0%) as shown in table (12) and

figure (13). For SBR ratio (0, 5, 10, 15 and 20%), when steel fiber enhances from (0 to 1.0%)

an increase in average compressive strength (11.43, 10.26, 12.5, 11.9 and 12.5%) and when

steel fiber increases from (0 to 2.0%) an increase in average compressive strength (25.71,

40.0, 48.57, 54.29 and 48.57%) as shown in table (13) and figure (14).


compressive strength at 28-day age for mix

2.

Figure 14 Effect of steel fiber content on

average compressive strength at 28-day

age for mix 2.

3-for mix (3)

For concrete (mix 3) with the grade of concrete (47 MPa) and proportions of (1: 1.28: 2.5) (by

content of ordinary Portland cement: fine aggregate: coarse aggregate with w/c ratio of 0.4).


Dr. Ola Adel Qasim





20%) an increase in average compressive strength of (8.51, 17.02, 23.40 and 17.02%) for steel

fiber (0%) and (9.62, 17.31, 23.08 and 17.31%) for steel fiber (1.0%) and (10.17, 16.95, 23.73

and 16.95%) for steel fiber (2.0%) as shown in table (12) and figure (15). For SBR ratio (0, 5,

10, 15 and 20%), when steel fiber enhances from (0 to 1.0%) an increase in average

compressive strength (10.64, 11.76, 10.91, 10.34 and 10.91%) and when steel fiber enhances

from (0 to 2.0%) an increase in average compressive strength (25.53, 38.30, 46.81, 55.32 and

46.81%) as shown in table (13) and figure (16).


compressive strength at 28-day age for mix 3.

Figure 16 Effect of steel fiber content on average


4-for mix (4)

For concrete (mix 4) with the grade of concrete (60 MPa) and proportions of (1: 1.24: 1.83)

(by weight of ordinary Portland cement: fine aggregate: coarse aggregate with w/c ratio of

0.34). The results show that using SBR in dosages of (0, 5, 10, 15 and 20%) affects

increasingly on compressive strength up to (15%) after that at 20% SBR effect decreasingly

and the results is similar to ratio of 10%, that mean increase of SBR beyond 15% effect

reversely of concrete because of its superplasticizer effects. When SBR dosages increases

from (0) to (5, 10, 15 and 20%) an increase in average compressive strength of (6.67, 11.67,

15.0 and 13.33%) for steel fiber (0%) and (7.35, 11.76, 16.18 and 11.76%) for steel fiber

(1.0%) and (6.67, 12.0, 17.33 and 12.0%) for steel fiber (2.0%) as shown in table (12) and

figure (17). For SBR ratio (0, 5, 10, 15 and 20%), when steel fiber enhances from (0 to 1.0%)

an increase in average compressive strength (13.33, 14.06, 13.43, 14.49 and 11.76%) and

when steel fiber enhances from (0 to 2.0%) an enhances in average compressive strength

(25.0, 33.33, 40.0, 46.67 and 40.0%) as shown in table (13) and figure (18).







5-for mix (5)

For concrete (mix 5) with the grade of concrete (85 MPa) and proportions of (1: 1.14: 0) (by

weight of ordinary Portland cement: fine aggregate: coarse aggregate with w/c ratio of 0.24).





20%) an increase in average compressive strength of (3.53, 7.06, 10.59 and 7.06%) for steel

fiber (0%) and (3.70, 7.41, 11.11 and 7.41%) for steel fiber (1.0%) and (4.0, 8.0, 12.0 and

8.0%) for steel fiber (2.0%) as shown in table (12) and figure (19). For SBR ratio (0, 5, 10, 15

and 20%), when steel fiber advances from (0 to 1.0%) an improvement in average

compressive strength (27.06, 27.27, 27.47, 27.66 and 27.47%) and when steel fiber advances

from (0 to 2.0%) an improvement in average compressive strength (47.06, 52.94, 58.82, 64,71

and 58.82%) as shown in table (13) and figure (20).


compressive strength results of concrete mixes at

28-day age for mix 5.


compressive strength results of concrete mixes at

28-day age for mix 5.

Figures from (21, 22 and 23) shows the effect of SBR ratio on average compressive

strength at 28-day age for all mixes with steel fiber content (0, 1.0 and 2.0%). Figure (24)

show a relationship between steel fiber ratio, SBR ratio and compressive strength (MPa) for

mix 1.


compressive strength at 28-day age for all mixes

with steel fiber content (0%).



with steel fiber content (1.0%).

Dr. Ola Adel Qasim




with steel fiber content (2.0%).

Figure 24 Relationship between steel fiber ratio,

SBR ratio and compressive strength (MPa) for mix

1.

10. CONCLUSIONS

Associated with the laboratory work and from the conclusions achieved, the following

determinations can be represented including all mixes:

For all mixes, the test results at 28 days indicate that the additions of SBR could largely

improve the compressive strength.

The joining of SBR Latex increases the workability condition of the concrete, that resulting

from the SBR latex plasticizing effect on the concrete.

SBR increase the workability of concrete compare to the non-SBR concrete.

Experimental results concluded that using SBR affects increasingly on compressive strength

up to (15%) after that its SBR effect decreasingly and the results are similar to the earlier

value because of its superplasticizer effects.

The mixes that contain additives show an increase in compressive strength.

Combined actions of SBR emulsion and pozzolanic direct to minimize the voids in concrete.

When steel fiber increases up to 2%, results show an enhancement in the compressive strength

of the concrete.

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http://www.sciencedirect.com/science/article/pii/S0950061809004310#!




https://link.springer.com/journal/40069

https://link.springer.com/journal/40069

Dr. Ola Adel Qasim


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EXPERIMENTAL INVESTIGATION ON EFFECT OF SBR AND STEEL ... · (30, 35, 47, 60 and 85). SBR latex...

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