THE BEHAVIOR OF RUBBERIZED LIGHTWEIGHT CONCRETE … · concrete is a high strength to ... to produce structural greener lightweight concrete by using ... the primary lightweight total

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International Journal of Civil Engineering and Technology (IJCIET)Volume 8, Issue 5, May 2017, pp.

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ISSN Print: 0976-6308 and ISSN Online: 0976

© IAEME Publication

THE BEHAVIOR

LIGHTWEIGHT CONCRETE

MODIFIED SURFACE AGG

DIFFERENT MIXING AP

MINERAL ADMIXTURES

Civil Engineering Department

ABSTRACT

Lightweight concrete has been used recently for the design of building structures

where it became possible to obtain lightweight aggregate concrete with compressive

strengths similar to normal weight concrete. The main advantage that lightweig

concrete is a high strength to weight ratio compared with normal concrete. It means

reducing the gravity load of the building and its seismic inertial mass, resulting in

reduced member sizes and foundation forces in seismic regions.

to lightweight concrete with

investigated for its suitability of

different test approaches about the mechanical and transport properties of rubber

treated lightweight concrete (RLWC) produced using adjusted lightweight aggregate.

The main goal of this study is to investigate the mechanical and transport properties

of the rubberized lightweight concretes with and without mineral admixture. The

characteristic of lightweight aggregate were dealt

admixtures including silica fume (SF), fly ash (FA), blast furnace (BS) and rice husk

ash (RHA). Crumb rubber was utilized as a halfway substitution of fine aggregate at

different levels. Three different blending approaches were utilized to enhance

lightweight aggregate characteristics

blending approach (TBA)

was kept constant equivalent to 0

methodical diminishing in the compressive

flexural strength, and modulus of elasticity with the increase in rubber content from

0% to 30%. The utilization of

upgraded the mechanical features of rubber treated lightweight concrete. Also, it

diminishes the rate of strength

addition it improves its imperviousness to chl

work demonstrated that all mechanical and transport properties of the RLWC can be

IJCIET/index.asp 230 [email protected]

International Journal of Civil Engineering and Technology (IJCIET) 2017, pp.230–247, Article ID: IJCIET_08_05_027

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

6308 and ISSN Online: 0976-6316

Scopus Indexed

BEHAVIOR OF RUBBERIZED

LIGHTWEIGHT CONCRETE CONTAINING

MODIFIED SURFACE AGGREGATE USING

DIFFERENT MIXING APPROACHES AND

MINERAL ADMIXTURES

Tariq M. Nahhas

Department, Umm AlQura University, Makkah, Saudi Arabia



strengths similar to normal weight concrete. The main advantage that lightweig



reduced member sizes and foundation forces in seismic regions. Adding scrap rubber

with mineral admixtures as new mix design

suitability of usage in seismic areas. This paper describes


ightweight concrete (RLWC) produced using adjusted lightweight aggregate.



f lightweight aggregate were dealt with by various sorts of mineral


rubber was utilized as a halfway substitution of fine aggregate at

Three different blending approaches were utilized to enhance

lightweight aggregate characteristics as ordinary blending strategy (OBS), twofold

blending approach (TBA) and triple blending technique (TBT).Water cement ratio

was kept constant equivalent to 0.38 for all mixes. The test results show that there is a

in the compressive strength, splitting tensile


0% to 30%. The utilization of various sorts of mineral admixture


diminishes the rate of strength combined with increasing rubber content and in

addition it improves its imperviousness to chloride ion entrance. The exploratory


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asp?JType=IJCIET&VType=8&IType=5

RUBBERIZED

CONTAINING

REGATE USING

PROACHES AND

, Makkah, Saudi Arabia



strengths similar to normal weight concrete. The main advantage that lightweight



Adding scrap rubber

design are need to be

This paper describes


ightweight concrete (RLWC) produced using adjusted lightweight aggregate.



by various sorts of mineral


rubber was utilized as a halfway substitution of fine aggregate at

Three different blending approaches were utilized to enhance

ordinary blending strategy (OBS), twofold

and triple blending technique (TBT).Water cement ratio

show that there is a

, splitting tensile strength, and


various sorts of mineral admixtures extensively


content and in

The exploratory


The Behavior of Rubberized Lightweight Concrete Containing Modified Surface Aggregate Using

Different Mixing Approaches and Mineral Admixtures

http://www.iaeme.com/IJCIET/index.asp 231 [email protected]

further upgraded by utilizing TBT when compared with that by utilizing OBS and TBA

technique.

Key words: Concrete; Mechanical properties; Rubber, Fly ash, Rice husk ash, Silica

fume, blast furnace slag, lightweight aggregate, Seismic inertial mass.

Cite this Article: Tariq M. Nahhas The Behavior of Rubberized Lightweight

Concrete Containing Modified Surface Aggregate Using Different Mixing

Approaches and Mineral Admixtures. International Journal of Civil Engineering and

Technology, 8(5), 2017, pp. 230–247.

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

1. INTRODUCTION

In the perspective of worldwide economic advancement, it is necessary to say that

supplementary cementitious materials are being used as a part of the cement replacement in

the concrete business. The most accessible supplementary cementing materials used in

lightweight concrete are silica fume (SF); a by-product of silicon metal; fly ash (FA); a by-

product of power stations; blast furnace slag (BS), a by-product of steel factory and rice husk

ash (RHA), a by-product of rice pounding. It has been evaluated that around 600 million tons

of FA are accessible overall nowadays. Yet, the current overall use rate of FA in cement is

10%. Anyway, the current improvement of green high performance concrete (GHPC) can

bolster plentiful usage of these mineral admixtures [1-3]. One of the principal qualities of

GHPC is the utilization of various sorts of mineral admixtures, (for example, FA, BS, SF, and

RHA) to halfway replaced with Portland cement.

On the other hand, these receptive mineral admixtures are used to deliver lightweight

concrete. For this situation, mineral admixtures do not only make such concrete greener, but

some of its properties can be upgraded. Lightweight concrete can be suitable for utilization of

more broadened materials, for instance; reused papers and significantly rubber. Scrap tires

have been explored by analysts as option material for aggregate in cement composite and for

creating greener concrete. The interest for using scrap tires is because of its accessibility and

high volume of era. As per the Institute of Scrap Recycling Industries, 300 million piece tires

are created in the United States every year. Silica fume (SF) can build the quality of the

lightweight concrete altogether and influences the concrete work ability. The presence of high

percentage of fly ash (FA) in concrete will upgrade the workability only not the strength. In

addition, these mineral admixtures indicate diverse impacts on the strength of concrete at

various ages due to their distinctive pozzolan responses [4–7].Lightweight aggregate concrete

(LWAC) has been effectively utilized and examined for auxiliary reason for a long time. This

is because of a great deal of favorable circumstances including higher strength weight

proportion, better malleable strain limit, bring down coefficient of thermal expansion, and

unrivaled heat and sound protection trademark caused by the air voids in the lightweight

aggregate. As a result of its lightweight and higher internal voids, the lightweight aggregate

can without much of stretch ingests water and buoy amid and the blending of the cement

paste, which can break down the workability of the mix and the strength of lightweight

concrete. A few scientists have demonstrated that mineral admixtures can improve the fresh

and hardened properties of concrete [8–13].

The addition of scarp rubber to concrete mix enhances the strain, damping, and sound and

thermal protection properties of cement composites containing crumb rubber have been

accounted for by few reviews. Past research showed that crumb rubber does not just put back

the break start time of limited shrinkage mortar, but also, decreases the concrete crack length

and width. Related reviews revealed that under flexural loading, the strain limit of concrete

Tariq M. Nahhas


specimens containing rubber has increased therefore the rate of crack engendering [14, 15].

Studies [16, 17] showed that concrete paving blocks having crumb rubber enhanced the

toughness in concrete.

There is a general agreement in the previous researches that the existence of crumb rubber

into concrete mixes can enhance sound adjustment, upgrade thermal resistance and damping

limit. Enhanced thermal and electrical resistivity have been seen at higher content of the

rubber for hollow concrete blocks as well as sound absorption got to be distinctly higher [20,

21, 22 and 23].A current study, revealed that at high temperatures, the voids made by decayed

crumb rubber diminishes pore water weight in steel fiber reinforced concrete, in this manner

limiting the cracks to start and spread. Likewise it is observed that the post thermal toughness

of specimens containing 8-12% crumb rubber was furthermore increased [24].

Recently, experimental reviews, [25 - 27] built up a triple blending technique to further

improve ITZ and along these lines properties of the recycled aggregate concrete (RAC) by

surface-covering of pozzalanic materials, for example, fly ash, and silica fume. It was

confirmed that the novel blending procedure contributes fundamentally to higher compressive

and flexural strength and furthermore better workability, when contrasted with the double

blending technique. It was found that covering with silica fume and fly powder was best for

strength development of RAC and contribute the change to a maximum packing density. This

is because of more extensive circulation of twofold mineral added substances.

In this paper, significant experimental test program was implemented to develop the way

to produce structural greener lightweight concrete by using three components on green

lightweight concrete: the first one is the content of scrap rubber, the second component is the

nature of commonplace responsive mineral admixtures (SF, FA, BS, RHA), and while the

third component is the blending techniques. For this situation, the primary lightweight total

utilized was scoria, which goes for upgrading interfacial zone (ITZ). The investigation was

additionally intended to test whether the blending system contributes essentially to improve

the mechanical and transport properties of rubber mixed lightweight concrete.

2. EXPERIMENTAL DETAILS

2.1. Materials:

The materials used to build up the concrete mixes in this research were cement, fine and

coarse aggregates, rubber, mineral admixtures (silica fume, fly ash, blast furnace slag, and

rice husk ash), water and superplasticizer. The primary properties of LWA are shown in

Table 1.

The cement used was ordinary Portland cement (OPC) ASTM Type I, having 3, 7 and 28-

day compressive strength of 24, 31 and 42 MPa, consequently. The specific gravity and

Blaine particular surface range of the bond were 3.15 and 3530 cm2/gm, separately.

Characteristic of sand having a maximum size of 4 mm and fineness modulus of 2.91 was

utilized as fine aggregate, its Specific gravity, unit weight in (kg/m3) and water absorption in

(%) were 2.67, 1723, and 1.1. respectively. While 14 mm maximum size of lightweight LWA

(scoria) was utilized as coarse aggregate. The main properties of LWA were 1.41, 912 and

13.2 Specific gravity, Unit weight in (kg/m3) and Water absorption in (%), respectively.

Crumb rubber is a fine material with gradation close to that of the sand. The gradation of

crumb rubber was resolved in view of the ASTM C136 specifications. Specific gravity and

maximum size of crumb rubber were 0.92 and 4mm individually. The water utilized was

typical tap water. Having a settled water to cement proportion of 0.38 in all mixes, 180

kg/m3water was utilized for every mix. Four distinct sorts of mineral admixtures, silica fume

(SF), fly ash (FA), blast slag (BS), and rice husk ash (RHA), were utilized as a part of this




paper as a halfway substitution of cement (10% by weight). The Chemical compositions of

mineral admixture are shown in Table 1. A high range water-reducing admixture was used in

the investigation to adjust the mix workability and for all mixes; it was adopted at 1.45% of

cement weight.

Table 1 Chemical composition of mineral admixture

Chemical composition (%) Materials

SF FA BS RHA

Silicon dioxide (SiO2) 92.4 54.9 26.4 89.87

Aluminum oxide (Al2O3) 0.80 0.8 8.0 0.14

Ferric oxide (Fe2O3) 0.50 0.50 1.6 0.94

Calcium oxide (CaO) 0.91 0.91 4.03 4.49

Magnesium oxide (MgO 0.27 0.27 4.6 0.6

Sodium oxide (Na2O) - - - 0.25

Potassium oxide (K2O) - - 0.6 2.16

Sulfur trioxide (SO3) - - 3.2 0.5

Loss on ignition 2.0 2 0.4 11.2

2.2. Mix proportioning, mixing techniques and specimens preparation

All mixtures were planned at W/B proportions of 0.38 with cement content of 450 kg/m3.

The water absorbed by LWA was mulled over. A partial substitution of cement (10% by

weight) of mineral admixtures (SF, FA, BS, and RHA) was utilized to look at the impact of

these admixtures on the mechanical properties and transport properties of rubberized

lightweight concrete. Six values of crumb rubber content were used in the range of 5%, 10%,

15%, 20%, 25%, and 30% as a fractional substitution by volume of fine aggregates. The mix

proportions of all mixtures reported are shown in Table 2.

Table 2 Mix proportions.

No.

Cement

(Kg/m3)

Mineral admixture ( Kg/m3)

Water

(kg/m3)

LWA

(Kg/m3)

Sand

(Kg/m3

Rubber

(Kg/m3)

Super

plasticizer

% SF FA BS RHA

0% Mineral admixture control specimens

C1 450 0 0 0 0 171 400 910 0 1.2

C2 450 0 0 0 0 171 400 878 32 1.2

C3 450 0 0 0 0 171 400 846 64 1.2

C4 450 0 0 0 0 171 400 814 96 1.2

C5 450 0 0 0 0 171 400 782 128 1.2

C6 450 0 0 0 0 171 400 750 160 1.2

C7 450 0 0 0 0 171 400 718 192 1.2

10% silica fume specimens and different rubber contents

S1 405 45 0 0 0 171 400 910 0 1.2

S2 405 45 0 0 0 171 400 878 32 1.2

S3 405 45 0 0 0 171 400 846 64 1.2

S4 405 45 0 0 0 171 400 814 96 1.2

S5 405 45 0 0 0 171 400 782 128 1.2

S6 405 45 0 0 0 171 400 750 160 1.2

S7 405 45 0 0 0 171 400 718 192 1.2

Tariq M. Nahhas


Table 2 Mix proportions (continued)

10% Fly ash specimens and different rubber contents

F1 405 0 45 0 0 171 400 910 0 1.2

F2 405 0 45 0 0 171 400 878 32 1.2

F3 405 0 45 0 0 171 400 846 64 1.2

F4 405 0 45 0 0 171 400 814 96 1.2

F5 405 0 45 0 0 171 400 782 128 1.2

F6 405 0 45 0 0 171 400 750 160 1.2

F7 405 0 45 0 0 171 400 718 192 1.2

10% Blast slag specimens and different rubber contents

B1 405 0 0 45 0 171 400 910 0 1.2

B2 405 0 0 45 0 171 400 878 32 1.2

B3 405 0 0 45 0 171 400 846 64 1.2

B4 405 0 0 45 0 171 400 814 96 1.2

B5 405 0 0 45 0 171 400 782 128 1.2

B6 405 0 0 45 0 171 400 750 160 1.2

B7 405 0 0 45 0 171 400 718 192 1.2

10% Rice husk ash specimens and different rubber contents

R1 405 0 0 0 45 171 400 910 0 1.2

R2 405 0 0 0 45 171 400 878 32 1.2

R3 405 0 0 0 45 171 400 846 64 1.2

R4 405 0 0 0 45 171 400 814 96 1.2

R5 405 0 0 0 45 171 400 782 128 1.2

R6 405 0 0 0 45 171 400 750 160 1.2

R7 405 0 0 0 45 171 400 718 192 1.2

C0, C1, C2, C3, C4, C5, C6, C7 Specimens of zero mineral admixture and 0,5,10,15,20,25,30%

rubber content respectively.--S1, S2, S3, S4, S5, S6, S7, Specimens of 10% silica fume and

0,5,10,15,20,25,30% rubber content respectively.--F1, F2, F3, F4, F5, F6, F7, Specimens of 10% fly

ash and 0,5,10,15,20,25,30% rubber content respectively.--B1, B2, B3, B4, B5, B6, B7, Specimens of

10% blast slag and 0,5,10,15,20,25,30% rubber content respectively.--R1, R2, R3, R4, R5, R6, R7,

Specimens of 10% rice husk ash and 0,5,10,15,20,25,30% rubber content respectively.

Each group were repeated for three different mixing methods

To build up the rubber treated concrete mixtures, all mix outline parameters were kept

constant aside from the rubber substance and sorts of mineral admixture utilized. A number

of 105 concrete batches were produced. Each batch was mixed according to ASTM C192

standard [28] in a power-driven revolving pan mixer. The control mixtures given in Table 2

were intended to have slump values of 140±20 mm for W/B ratios of 0.38, a high-range

water-reducing admixture was utilized to accomplish the predefined slump at every W/B

ratio.

Three different mixing approaches named as (OBS, TBA and TBT) were utilized in this

study. The mixing techniques utilized as a part of the investigation are shown in the flowchart

of Figure 1. The flowchart shows various methods for OBC, TBA and TBT.

Nine 150x300 mm cylinder specimens and 100x100x500mm prism were cast from each

batch and compacted by a vibrating table. A total number of 315 cylinder and 105 prism

specimens were casted. Test specimens were demolded 24 h after casting and cured for 28

The Behavior of Rubberized



days until tested. The curing conditions were at a temperature

specimens were tested at the age of 28 days.

Figure 1 Flow chart




days until tested. The curing conditions were at a temperature ranges of 22.0 ± 2.0

specimens were tested at the age of 28 days.

rR

chart of different mixing techniques (OBS, TBA, and TBT)

Lightweight Concrete Containing Modified Surface Aggregate Using


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of 22.0 ± 2.0 0C. All

different mixing techniques (OBS, TBA, and TBT)

Tariq M. Nahhas


2.3. Test techniques:

2.3.1. Compressive, tensile strength and flexural strength results:

After 28 days of hardening, all concrete mixes were tested for its compressive, splitting

tensile, flexural strengths and static elastic modulus. The tests were carried out in universal

testing machine of capacity 3000-kN according to ASTM C39 [28]. The splitting tensile

strength was determined on the cylinder specimens as indicated by ASTM C496 [28]. Prisms

of size 100 mm x 100 mm x 500 mm for two point load flexural strength tests were done

according to ASTM C78 [28].

2.3.2. Static elastic modulus:

Cylinders sizes 150 x 300 mm were additionally tested for deciding the modulus of elasticity

before the splitting tensile test. The test was done as per ASTM C469 [28]. For this reason,

the closures of the cylinders were topped with customary sulfur mortar acclimates with the

necessities of ASTM C617 [28] before to testing. Each of the specimens were fitted with a

compress meter containing a dial gage equipped for measuring deformation to 0.002 mm and

after that loaded three circumstances to 40% of the ultimate load. The main arrangement of

readings of every cylinder was disposed of and the modulus was accounted as the average of

the second and third sets of readings. Three specimens were tested for every property.

2.3.3. Rapid chloride ion permeability test (RCPT):

For each mixture, RCPT test was performed utilizing two 100 mm diameter x 52 mm

thickness cylindrical samples cut from the center of two 100 mm distance across x 200 mm

long cylinders. The test was done as per ASTM C1202 [28] specification.

3. TEST RESULTS AND DISCUSSION

The unit weights of concretes were extended from 1610 to 1173 kg/m3

relying upon the sort

of mineral admixtures and rubber contents. With the increasing rubber content, the unit

weight of the concrete was likewise decreased almost lighter concretes. At 30% rubber

content, the unit weight diminished to as low as about 80% of the normal concrete. The

successful production of lightweight concrete with higher strength to weight ratio compared

with normal concrete gives it more advantage to be used in seismic regions A synopsis of test

outcomes in regards to the compressive, splitting tensile and flexural strengths, the static

modulus of elasticity and chloride ion penetration of the concretes incorporating rubber and

mineral admixtures with varying mixing methodologies are reported in Tables 3, 4, 5, 6, 7

and graphically delineated in Figures 2, 3, 4, 5 and 6.

3.1. Compressive strength

The results gained from the compressive strength are shown in Table 3 and Figure 2. It

demonstrates that there is an efficient lessening compressive strength with the increase in

rubber content for concretes with and without mineral admixture. Compressive strengths

more than 50 MPa were accomplished for mineral admixture (SF, FA, and BS) using 0%

rubber content with TBT mixing strategy. It was observed during testing, that with increasing

rubber contents, the deformability of the specimen is more compared with 0% rubber

concrete specimen. This may indicate that this type of concrete can be suitable to be used in

seismic regions.




Table 3 Test results of Compressive strength results (MPa)

%Rubber

0%Mineral

Admixture. 10% S.F 10% F.A 10% B.S 10% R.H.A

OBS TBA TBT OBS TBA TBT OBS TBA TBT OBS TBA TBT OBS TBA TBT

Compressive strength results (Mpa)

0% 41.1 42 44.4 48.1 51.2 56.7 45.3 46.2 50.2 46 49.1 53.3 43.3 44.1 47.7

5% 33.7 34.6 36.4 43.8 47.1 51.1 38.9 40.2 44 40.1 42.2 46 36 37.1 41.2

10% 28.7 28.9 33.3 39.1 42.8 48 33.5 36.2 39.3 36.1 39 42.3 31.8 33.1 36.3

15% 26.3 26.5 27.3 36.2 38.3 42.1 29.1 31.2 34.4 30.2 33.1 38.2 27.2 29.2 32.5

20% 23.2 24.1 25.2 31.5 32.9 37.1 26.2 28.1 30.6 26.7 29.1 33.6 23.1 25.1 28.1

25% 20.1 21.3 22.1 26.5 27.6 31.5 23.3 24.3 27.3 23.1 25.1 27.5 20.2 22.2 24.1

30% 17.3 18.1 19.7 23.2 25.3 26.4 21.1 22.8 23.5 21.3 22.5 23.1 18.1 18.5 19.2

Moreover, it was seen that the compressive strength values extensively changed with the

quantity of rubber used and with sort of admixture for different mixing approach. The

concrete without admixture decreased the compressive strength from 41.1 to 19.7 MPa for

mixing strategy of OBS, TBA, and TBT individually, at higher percent of rubber content up

to 30%. Still with utilization of mineral admixtures the compressive strength diminished from

56.7, 50.2, 53.4 and 47.7 MPa to 26.4, 23.5, 23.1 and 19.2 MPa for SF, FA, BS and RHA

admixture separately. As a result the rubber content increased from 0% to 30% with

aggregate volume and utilizing TBT mixing technique individually. The test results showed

that the rubber treated lightweight concrete with compressive strength of higher than 40 MPa

might be accomplished by utilizing a rubber content of as high range as 15%, especially

utilizing TBT mixing strategy.

Beside this, the mixing strategy for OBS, TBA, and TBT was examined that there was

about 50 to 60% reduction in the compressive strength whenever 30% of the total aggregate

volume was substituted by rubber having a wide range of mineral admixture.

The impact of mineral admixture on the compressive strength of the concretes using

different rubber contents is great as seen in Figure 2. The figure showed that the valuable

impact of mineral admixture particularly silica fume was more articulated at concrete having

lower rubber contents. The rate of strength increment 17%, 22%, and 27% for concretes

contain silica fume when compared with concrete having 0% mineral admixture for OBS,

TBA, and TBT respectively .It was clear that using TBT mixing strategy give the higher rate

of strength pickup. Definitely it was seen that at higher level of rubber contents it was

watched a significant improvement of compressive strength for a wide range of mineral

admixture.

This was normal due to the filling impact of silica fume because of its finer particle size,

therefore giving a decent adherence between the rubber and the cement matrix. The

compressive strength is mostly increased with the increasing of silica fume mineral admixture

around 27%, as found in Figure 2.

Tariq M. Nahhas


Figure 2 Impact of mineral admixtures and mixing techniques on concrete compressive strength.

Likewise Figure 2 delineated the strengths of concrete with various mineral admixtures.

It can be seen that for every quantity of rubber, admixtures gave the most elevated strength

compared with normal rubberized concretes for every quantity of rubber. In addition, the

request of strengths of concrete with various mineral admixtures according to the sorts of

mineral admixtures was: SF> BS>FA, RHS. By utilizing TBA, the compressive strengths

were upgraded for all mixtures at different mineral admixtures and can be further improved

while utilizing TBT. For rubber treated concrete utilizing SF as admixture and arranged by

TBT, the compressive strength has been by around 18% contrasted with that deliberate from a

similar mix extent and arranged through OBS technique. While utilizing FA, BS, and RHA

as admixtures, the strength can likewise increment by around 10% and 15% when contrasted

with that of the NC arranged by utilizing OBS separately. As shown in Figure 2, this system

prompts to extensive upgrade in the strength contrasted and 0% mineral admixture rubber

treated concrete utilizing OBS method, this enhancement can reach to 37% when SF

admixture utilized.

Change of the interfacial transition zone (ITZ) between the aggregates and the bulk

matrix of concrete by utilizing admixtures is a typical strategy connected these days to

enhance concrete properties. Admixtures go about as micro filler, filling the ITZ between the

aggregate surface and the bulk cement matrix, trailed by a pozzolanic reaction at the same

place [27]. At the point when permeable aggregate is included, as in lightweight aggregates

utilized in this investigation, the ITZ reaches out from a specific separation underneath the

surface of the aggregate out to the bulk cement matrix [29]. Despite that, there are restricted

admixture particles in the pore and in the ITZ while utilizing OBS or TBA. By utilizing TBT,

a thin layer of pozzalanic particles were covered around the LWA amid the main mixing

stage. Amid concrete solidifying, this layer enhances the ITZ through the filler impact and

pozzalanic reactive impact.

3.2. Splitting tensile strength




The consequences of splitting tensile strength tests, Brazilian technique, was given in Table 4

and Figure 3. The strength decrement design for the splitting tensile strength is like that of

the compressive strength with increasing rubber contents. Notwithstanding, the rate of

strength decrease in the previous was lower than that in the last mentioned.

RLWAC concretes had starting tensile strengths extended in the vicinity of 3.4 and 1.4

MPa for OBS mixing technique, and 3.46 and 1.48 MPa for TBA mixing strategy, and ran in

the vicinity of 3.71 and 1.65 MPa for TBT mixing technique at 0 % and 30% rubber contents,

separately. The concretes having silica fume mineral admixture acquired indirect tensile

strengths varying from 4.55 to 2.18 MPa, 4.86 to 2.4 MPa and for OBS, TBA and TBT

mixing method varying from 5.43 to 2.54 MPa respectively, which depending mainly on the

rubber content.

Table 4 Test results of Splitting tensile strength

%Rub

ber

0%Mineral

Admixture. 10% S.F 10% F.A 10% B.S 10%R.H.A

OB

S

TB

A

TB

T

OB

S

TB

A

TB

T

OB

S

TB

A

TB

T

OB

S

TB

A

TB

T

OB

S

TB

A

TB

T

0% 3.4 3.46 3.71 4.55 4.86 5.43 4.07 4.2 4.57 4.04 4.33 4.81 3.81 3.88 4.24

5% 2.8 2.83 3.05 4.11 4.43 4.86 3.51 3.62 4.00 3.61 3.81 4.21 3.23 3.28 3.64

10% 2.35 2.43 2.83 3.66 4.03 4.57 3.01 3.50 3.58 3.25 3.52 3.46 2.81 2.93 3.60

15% 2.1 2.21 2.23 3.41 3.62 4.02 2.65 2.83 3.13 2.73 2.95 3.03 2.42 2.58 3.21

20% 1.88 1.97 2.06 2.96 3.14 3.59 2.41 2.46 2.82 2.41 2.65 2.51 2.04 2.22 2.47

25% 1.66 1.76 1.87 2.49 2.61 3.02 2.11 2.21 2.49 2.08 2.28 2.34 1.82 1.96 2.15

30% 1.4 1.48 1.65 2.18 2.4 2.54 1.91 2.09 2.17 1.92 2.02 2.08 1.62 1.64 1.73

Figure 3 Variation of Splitting tensile strength for mineral admixtures and mixing techniques.

Interestingly, these initial strength values dropped to about 50- 60% when 30% of the total

aggregate volume was substituted with the rubber for all mixtures. Table 3 also explain the

enhancement in the splitting tensile strength of the concretes with the utilizing of mineral

admixtures for different rubber contents., likewise the impact of mineral admixtures on the

Tariq M. Nahhas


compressive strength and indirect tensile strengths was more important for the concretes with

silica fume, particularly at lower rubber proportion than other mineral admixtures

This useful impact of silica fume and other mineral admixture (FA, BS, and RHA) on the

rubber treated concrete was much higher at lower elastic substance (up to 15%) because of

the way that the higher the filler impact on the bond between the rubber particles and the

encompassing cement paste. Moreover, the proportion of splitting tensile strength to the

relating compressive strength shifted from 7 to 10% for the concretes with and without

mineral admixtures. In any case, this proportion extended from 6% to 12% for the rubber

treated concrete relying upon the rubber content.

This suggested the decrement in the reduction in the splitting tensile strength with the

rubber content was much lower than that in the compressive strength. Tire rubber as a soft

material can go about as a hindrance against crack growth in concrete. Along these lines,

tensile strength in concrete containing rubber ought to be higher than the control mixture.

Nevertheless, the outcomes demonstrated the inverse of this theory.

The purpose behind this conduct is that amid crack development and when it comes into

contact with rubber particle, the applied stress causes a surface isolation amongst rubber and

the cement paste. In this way, one might say that rubber demonstrations similarly as a hole

and a focus direct driving toward brisk concrete breakdown. Another variable which may

influence concrete behavior is really the principle of distinct of isolation when tensile strength

is applied on the limits of the large grains and cement paste which thus debilitate the created

interface zone.

3.3. Flexural strength

The results of flexural strength tests are shown in Table 5 and Figure 4. The effect of

rubber on flexural strength has the effect of lessening in flexural strength, which happened in

all mixtures and just the rate was distinctive. A decrement of 38% for 30% rubber content

mixture was seen at zero percent mineral admixtures. This esteem came to around 41% for

the SF, FA, BS and RHA mixtures individually.

This conclusion came to light of the fact that in the wake of breaking the concrete samples

for flexural strength test, it was watched that crumb rubber could be effectively expelled from

concrete. TBT mixing approach improves the flexural strength for all mixtures contrasted

OBS and TBA mixing technique. An increase of around 60% of flexural strength by utilizing

TBT contrasted and OBS strategy was watched particularly at lower rubber contents. It was

observed during experimental work, that all specimens with higher content of rubber have

more deflected response compared with 0% rubber specimen.

Table 5 Test results of Flexural strength

%Rubber

0%Mineral

Admixture. 10% S.F 10% F.A 10% B.S 10%R.H.A

OBS TBA TBT OBS TBA TBT OBS TBA TBT OBS TBA TBT OBS TBA TBT

0% 4.14 4.43 4.82 5.12 5.6 6.71 4.81 5.21 5.84 4.71 5.17 5.74 4.62 5.09 5.76

5% 3.93 4.17 4.64 4.91 5.42 6.45 4.63 5.02 5.62 4.53 5.00 5.53 4.43 4.96 5.61

10% 3.61 3.93 4.41 4.72 5.24 6.24 4.45 4.81 5.47 4.36 4.82 5.32 4.25 4.72 5.42

15% 3.22 3.67 4.03 4.54 4.91 5.92 4.36 4.53 5.19 4.02 4.27 5.02 3.91 4.43 5.23

20% 2.92 3.33 3.31 3.93 4.34 5.41 3.73 3.91 4.61 3.06 3.71 4.56 3.38 3.81 4.51

25% 2.61 3.01 3.02 3.37 3.91 4.75 3.05 3.27 4.03 2.79 3.22 4.92 2.95 3.22 4.03

30% 2.42 2.75 3.35 2.91 3.4 4.15 2.63 2.96 3.33 2.57 2.92 3.37 2.51 2.89 3.35




Figure 4 Impact of mineral admixtures and mixing

3.4. Modulus of elasticity:

The static modulus of elasticity test

which demonstrated that the static elastic modulus decreased with increasing the rubber

content in a manner like that s

Despite that, the mineral admixture concretes had

modulus values compared with non

of elasticity with increasing rubber content

ductile behavior, this indicate, that it is

Table 6

%Rubber

0%Mineral

Admixture.

OBS TBA TBT OBS

5% 41.2 42.3 44.5 42.1

10% 37.5 39.1 41.1 36.2

15% 32.2 36.1 37.3 34.2

20% 25.4 31.1 32.7 30.1

25% 21.2 25.1 27.2 25.4

30% 17.5 18.7 19.5 22.2

For instance the modulus of elasticity of the 0% mineral admixtures concretes

was dropped from 44.3 to 17.5 GPa. (60%) when the rubber content

30%. While increasing the rubber content to 30% of the total aggregate volume, the modulus

of elasticity lessened to around half for

a general lessening to around of 50 to 60% in the elastic moduli in all concretes.

utilization of mineral admixtures, the elastic moduli of the concretes

and this beneficial outcome is shown in

modulus was small when contrasted with that in




Impact of mineral admixtures and mixing techniques on concrete Flexural strength

The static modulus of elasticity test shown in Figure 5 and Table 6. Also

demonstrated that the static elastic modulus decreased with increasing the rubber

ent in a manner like that seen in compressive, splitting tensile and flexural strengths.

, the mineral admixture concretes had marginally more noteworthy versatile

with non- mineral admixture concretes. The decrease

of elasticity with increasing rubber content enhance the brittleness of concrete to reach more

this indicate, that it is more suitable for uses in seismic region

Table 6 Test results of Modulus of elasticity

10% S.F 10% F.A 10% B.S

OBS TBA TBT OBS TBA TBT OBS TBA TBT

42.1 44.3 48.1 41 41.8 43.3 40 43.1 46.2

36.2 40.5 42.6 36.2 37.1 40.5 35.4 39.7 41.5

34.2 33.7 39 31.1 33.2 36.3 30.5 35.1 37.3

30.1 28.9 34.1 26.2 29.5 31.5 26.1 30.2 32.8

25.4 26.3 30.2 22.2 24.1 27.2 21.1 26.1 27.1

22.2 23.1 26.5 19 20.2 22.3 18.7 20.5 23.4

the modulus of elasticity of the 0% mineral admixtures concretes

was dropped from 44.3 to 17.5 GPa. (60%) when the rubber content increment

ncreasing the rubber content to 30% of the total aggregate volume, the modulus

lessened to around half for silica fume mineral admixture concretes. This

to around of 50 to 60% in the elastic moduli in all concretes.

of mineral admixtures, the elastic moduli of the concretes marginally expanded

and this beneficial outcome is shown in Figure 3. It was shown that the increase in the elastic

small when contrasted with that in the compressive and splitting tensile



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techniques on concrete Flexural strength

charts in Figure 3,

demonstrated that the static elastic modulus decreased with increasing the rubber

compressive, splitting tensile and flexural strengths.

marginally more noteworthy versatile

decrease of modulus

of concrete to reach more

in seismic region.

10%R.H.A

TBT OBS TBA TBT

46.2 39.1 42.2 44.8

41.5 34.6 38.7 40.3

37.3 30 34.1 36

32.8 26.1 29.1 32.1

27.1 22.3 24.5 26.7

23.4 18.1 19.7 21.8

the modulus of elasticity of the 0% mineral admixtures concretes utilizing OBS

increment from 0% to

ncreasing the rubber content to 30% of the total aggregate volume, the modulus

silica fume mineral admixture concretes. This showed

to around of 50 to 60% in the elastic moduli in all concretes. With the

marginally expanded

that the increase in the elastic

ive and splitting tensile

Tariq M. Nahhas


strengths. For the most part, the rubberized concretes showed an increase in the modulus

estimations of up to 15% contingent upon the mixing technique utilized. For all mixing

techniques and the rubber quantity, all mixtures achieved practically comparable outcomes.

Likewise unmistakably the TBT technique gives the most elevated moduli values contrasted

and the deliberate qualities OBS, and TBA mixing techniques.

Figure 5 Impact of mineral admixtures and mixing approaches on modulus of elasticity

3.5. Chloride ion permeability

The chloride ion permeability test comes as an element of crumb rubber and mineral

admixtures contents are portrayed in Figure 6 and Table 7. The information introduced in

Figure 3 demonstrated that the chloride ion penetrability of the RLWAC low and very low

permeability in all mixtures. There was a dynamic increment in the chloride ion penetration

with the increasing the rubber content, particularly for the concretes without mineral

admixture. As found in Fig. 4, joining mineral admixtures cause a significant drop in the

chloride ion permeability of the concretes inferable from the very fine particles nature of

silica fume with high pozzolanic reactivity.

The mineral admixtures further more densified the microstructure of concrete through

filling of the finer pores [18–21]. To make sure, when the concretes had included rubber as

0%, 5%, 10%, 15%, 20%, 25%, and 30% substitution levels, a chloride ion penetrability of

2491 coulomb for the control concrete marginally diminished to 2320, 2180, and 1904 C

when utilizing TBA additionally drop in the chloride ion permeability of the concretes by

utilizing TBT mixing strategy to 2320, 2180, and 1904 C.

Be that as it may, when TBT technique was, joining the mineral admixtures into the

RLWAC mixtures essentially upgraded the resistance of the concretes against the chloride ion

entrance. As uncovered in Figure 4, the chloride ion penetration resistance of the hardened

concrete diminished clearly by supplanting sand with crumb rubber while utilizing OBS. The

Coulomb charge passed over 6 h came to as high as 8790 C, 4305 C and 2575 C for RLWAC

utilizing fly ash as admixture while utilizing OBS, whereas it was just around 6000 C, 2625

C and 1510 C for control mixture with a similar extent, mixing technique.




Table 7

%Rubber

0%Mineral

Admixture.

OBS TBA TBT

0% 2465 2170 1331

5% 2753 2376 1390

10% 3127 2723 1480

15% 3564 3104 1524

20% 3910 3368 1598

25% 4245 3697 1756

30% 4753 4098 1993

Figure 6 Impact of Mixing Methods and Mineral Admixture on Chloride ion Permeability

At the point when the rubber treated

charge disregarded 6 h diminished strongly

rubber content substitution levels 0%, 5%, 10%, 15%, 20%, 25%, and 30%,

it additionally diminished to 6575 C, 3305 C and 1530 C,

concrete with a similar mix pr

The Coulomb charge passed

almost the same as that of control mix made by

likewise be found that the hardened RLWAC

indicated higher chloride ion penetration resistance than that by

rice husk ash.

This can give a firm premise to the utilization

low permeability and high freeze/thaw durability in the actual structures under




Table 7 Test results of Chloride ion permeability

10% S.F 10% F.A 10% B.S

OBS TBA TBT OBS TBA TBT OBS TBA TBT

1173 930 712 1571 1372 1283 1501 1318 1202

1221 954 841 1693 1492 1393 1618 1430 1337

1296 1070 934 1879 1610 1468 1801 1567 1421

1321 1185 1012 2136 1765 1586 2001 1668 1502

1378 1293 1167 2356 1933 1673 2135 1786 1667

1567 1456 1340 2411 2183 1884 2271 1923 1795

1678 1535 1412 2654 2340 1911 2393 2123 1831

mpact of Mixing Methods and Mineral Admixture on Chloride ion Permeability

At the point when the rubber treated lightweight was set up by utilizing TBA, the Coulomb

diminished strongly to around 7484 C, 3600 C and 2400 C at the

levels 0%, 5%, 10%, 15%, 20%, 25%, and 30%,

to 6575 C, 3305 C and 1530 C, separately, while

mix proportion, as exhibited in Table 3.

The Coulomb charge passed over 6 h for RLWAC utilizing TBT can be shut down to be

the same as that of control mix made by utilizing OBS. From

be found that the hardened RLWAC utilizing silica fume admixture

higher chloride ion penetration resistance than that by utilizing fly ash, blast slag, or

premise to the utilization of high-performance concrete having very

nd high freeze/thaw durability in the actual structures under



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10%R.H.A

TBT OBS TBA TBT

1202 1532 1376 1267

1337 1670 1567 1363

1421 1830 1651 1430

1502 2073 1738 1492

1667 2193 1849 1580

1795 2311 1967 1655

1831 2404 2123 1790

mpact of Mixing Methods and Mineral Admixture on Chloride ion Permeability

TBA, the Coulomb

7484 C, 3600 C and 2400 C at the

levels 0%, 5%, 10%, 15%, 20%, 25%, and 30%, respectively, and

, while utilizing TBT for

TBT can be shut down to be

OBS. From Figure 4, it can

silica fume admixture dependably

fly ash, blast slag, or

performance concrete having very

nd high freeze/thaw durability in the actual structures under serious

Tariq M. Nahhas


conditions. In the study [22], it was accounted for that lightweight aggregate concrete had the

slightest chloride concentration and even lower than comparable strength ordinary weight

concrete. The clarification to this phenomenon wonder was probably going to be the reservoir

action of the lightweight aggregates possessing high absorption capacity that extents from

around 8% to once in a while over 20%.

These aggregates would go about as protective reservoirs to whatever is left of the matrix

and would absorb the chloride laden solution. Besides, in high-strength concrete, regardless

of whether ordinary weight or lightweight, the matrix is extremely rich with cementitious

materials and the pores are expected to be discontinuous. This would restrain the ingress of

chloride ions inside the matrix.

At last it can be concluded that concretes with modified lightweight aggregates (aggregate

with rubber) essentially bring down chloride ion penetration an incentive than its natural

lightweight aggregate partner. These outcomes demonstrate that concretes with modified

lightweight aggregates give abnormal state insurance to reinforcement as far as corrosion is

concerned.

3. CONCLUSIONS

From the experimental work shown above, it is concluded that despite of decrease in strength

of concrete, the addition of various types of mineral admixture upgraded the mechanical

features of rubberized lightweight concrete.

A progression of tests has been completed to gauge the mechanical and transport

properties of the rubberized lightweight concretes with and without mineral admixture. At

first, a rubber treated lightweight concrete with compressive strength 50 MPa was effectively

created for mineral admixture (SF, FA, and BS) using 0% rubber content with TBT mixing

strategy as shown in table 3 an figure 2. The accompanying conclusions might be drawn from

the consequences of this experimental investigation:

1. The test outcomes in table 3-6 and figures 2-5, showed that there was a methodical decrement

in the compressive, splitting tensile, flexural strengths, and modulus of elasticity in rubber

content from 0% to 30%.

2. Beside this, the addition of various sorts of mineral admixture extensively upgraded these

mechanical features of rubberized lightweight concretes and diminished the rate of strength

combined with the addition of rubber. This valuable impact of mineral admixtures was more

articulated for the compressive, splitting tensile, and flexural strengths, (table3,4,5), and

brought about a strength increment of as high as 30%, contingent upon the variety in the sort

of mineral admixtures and rubber utilized. Then, the elastic moduli of the rubberized

concretes marginally increased up to 15% with the utilization of silica fume.

3. From a viable perspective, rubber content ought not surpass 25% of the total aggregate

volume because of the extreme decrease in the strength. At the point when an upper level of

30% rubber was utilized, it was generally detected a decrease of up to 50-60% of the

compressive strength, splitting tensile and flexural strength, and modulus of elasticity.

Nonetheless, the test outcomes inferred that it was conceivable to deliver a high-strength

rubberized lightweight concrete with a compressive strength of about 42 MPawith the

addition of rubber up to 15% of the total aggregate volume, (table 3) .

4. It can be observed in table 7 and figure 6 , that a dynamic increment was seen in the chloride

ion penetration of the rubberized lightweight concretes with the increase in rubber content

with and without mineral admixtures. Augmentations of mineral admixtures were

impressively influenced the chloride ion penetrability.




5. By utilizing the triple mixing technique (TBT), the surface-coating of the RLWA with

pozzalanic particles impact decidedly on properties and ITZ of concrete mixtures. The

exploratory work demonstrated that the compressive, tensile, and flexural strength and,

modulus of elasticity, and chloride ions penetration resistance of the RLWA can be further

improved by utilizing TBT when contrasted with that by utilizing OBS or TBA as shown in

table 3-6 and figures 2-5.

6. Utilizing the silica fume, fly ash, rice husk ash and fine-grounded slag as the admixture

enhances properties of RLWA. It is uncovered that the covered pozzalanic particles can

devour CH accumulated in the pores and on the surface of the appended mortar to shape new

hydration items, which can additionally enhance microstructure of the ITZ, but also in situ

strengthen the LWA, in this way strength and durability of the RLWA was further improved.

Therefore, Lightweight concrete using scrap rubber, and mineral admixtures has a high

strength to weight ratio compared with normal concrete. It can reduce the gravity load of the

building and its seismic inertial mass, resulting in reduced member sizes and foundation

forces in seismic regions. Adding scrap rubber to Lightweight concrete and mineral

admixtures may improve brittleness due to the decrease of modulus of elasticity with

increasing rubber content.

More experimental studied are need to be done to determine the suitability of using this

type of rubberized concrete in seismic region such as (load deformation behavior, impact

resistance, ductility and fracture toughness)

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