EFFECT OF USING RECYCLED WASTE CONCRETE ... total mix were mixed with pure crushed aggregates and compacted using superpave mix design method to produce HMA specimen to find the optimum

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International Journal of Civil Engineering and Technology (IJCIET) Volume 9, Issue 4, April 2018, pp. 697–709, Article ID: IJCIET_09_04_078

Available online at http://www.iaeme.com/ijciet/issues.asp?JType=IJCIET&VType=9&IType=4

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

© IAEME Publication Scopus Indexed

EFFECT OF USING RECYCLED WASTE

CONCRETE MATERIALS ON RUTTING

BEHAVIOR OF HMA

Dr. Mohammed A. Mahmoud

Asst. Professor, Building and Construction Engineering Department,

University of Technology, Baghdad-Iraq

Dr. Ammar A. Shubber

Lecture, Building and Construction Engineering Department,

University of Technology, Baghdad-Iraq

Aqeel Raheem Jabur

Chief Eng in civil Engineering Department,

College of Engineering Al-Mustansiriya University, Baghdad- Iraq

ABSTRACT

Demolishing and construction waste materials create from buildings debris cause

an environmental and economical problems in developing countries. The current study

represents a practical research about feasibility of utilizing recycled concrete

aggregate(RCA) in the binder course of hot mix asphalt (HMA) as a partial substitute

of coarse and fine aggregate . The engineering properties of HMA mixtures containing

RCA have been assessed for changing the percentages of binders based on the

superpave mix design method. In this study local available materials after recycle are

used including penetration grade of asphalt binder of (40 -50), aggregate gradation a

maximum sizes of (19 mm) and filler (cement). Atotal (160) sample containing RCA with

nine different percentages ( 0 ,10 , 20, 30, 40 , 50 , 60 , 70 and 80 ) % from the weight

of total mix were mixed with pure crushed aggregates and compacted using superpave

mix design method to produce HMA specimen to find the optimum asphalt content for

these ratios. A (32) asphalt concrete slab sample for rutting test has been prepared by

Wheel Roller Compactor (WRC) and tested at two levels of temperatures (40-60)ºc.

After determining the Optimal asphalt content (OPT) for ratio used, rutting

performance is evaluated using Wheel Tracking test. The results showed that recycled

aggregates enhanced rutting resistance (especially for mixture with 50% RCA) at the

higher temperatures. Finally, the models of rut depth analysis were simulated statically

by (SPSS) version 22, where the selection of better models based on the equation

coefficient of determination (R2) equal to (76%) of the rut dupth.

Key words: Recycled Concrete Aggregate, Hot Mix Asphalt, Depth Rut.

Dr. Mohammed A. Mahmoud, Dr. Ammar A. Shubber and Aqeel Raheem Jabur


Cite this Article: Dr. Mohammed A. Mahmoud, Dr. Ammar A. Shubber and Aqeel

Raheem Jabur, Effect of Using Recycled Waste Concrete Materials On Rutting

Behavior of HMA, International Journal of Civil Engineering and Technology, 9(4),

2018, pp. 697–709.

http://www.iaeme.com/ijciet/issues.asp?JType=IJCIET&VType=9&IType=4

1. INTRODUCTION

Recycled concrete aggregate (RCA) is considered from major waste in the countries. Ergo the

reason, it was suggested that disposal the debris from demolished building in such a way as to

get recycled concrete aggregate (RCA) to be recycled in flexible pavement. The use of recycled

concrete aggregates a whole new range of potentials in the use for again for materials in the

roads and buildings structure. The RCA is a best solutions to disposal from wastes. The

deliberating to utilize of RCA has began before more than fifty years. Recycle concrete

aggregate (RCA) can be useful in several different ways. It can be used as an aggregate in new

concrete or asphalt. Economic and environmental

Advantages have encouraged to use again recycled materials in new constructions (Huang,

and Heidrich, 2007).

In view of the fact that amount of aggregate in asphalt pavement mixtures is approximately

(90 to 95) % by weight or (75 to 85) % by volume, about 12500 tons of aggregates are being

used up for each (km) of flexible pavements (Zoorob and Suparma, 2000). Initially, Germany

was the first country using the demolition waste, after the end of world war II (Khalaf et al.,

2004). In studying the use of RCA in HMA, it is pertinent to understand key aspects of its

interaction with asphalt such as its absorptive behavior under dynamic loading conditions

(Beale and You, 2010). The Federal Highway Administration (FHWA report in 2013)

included a comprehensive up to date literature review on the properties of recycled concrete

aggregate over the world. Some necessary information is extracted as mentioned by FHWA,

(2013) which related to this study. The results of the researches indicated that , the addition of

RCA to the Pure asphalt mixtures results in stiffer mixes lead to the better rutting resistance

(Shen , 2004) and (Gul , 2008) . There are two basic kinds of Rutting: the first Asphalt mixture

rutting and the second subbase or subgrade rutting. Asphalt mixture rutting is being bring forth

lower pavement layer, Because of the pavement surface which exhibits wheel path depressions

as a result of unadequate (little) mix design and compaction. Granular material in the subgrade

rutting bring forth when the layers exhibit wheel path depressions because of the high loading.

(NABIL, 2006). The resilient modulus, and creep values were lesser for the RCa HMA than for

a mix designed wholly with conventional pureaggregates. (Paranavithana and Mohajerani,

2006). Akbulut and Gurer, the researches done in some countries has look asufficient ability

to develop utilize of the builds waste as a basic in new use. Millions tons of construction and

demolition (D&C) the waste generated daily from:

• Destruction of structures & buildings from the wars and earthquakes.

• Demolishing of old constructs such buildings for bridges, and the concrete dams and

construction activities, useless.

• Waste concrete product due to testing of concrete cylinder and cube (destructive testing) in the

laboratories.

• Demolition and Construction (D&C) waste from the rehabilitation pavement, or concrete in

buildings.

Effect of Using Recycled Waste Concrete Materials On Rutting Behavior of HMA


2. THE SCOPE OF WORK

To complete the necessary aim of this study, the following missions will be do for hot recycled

concrete mixtures:

Utilizing the Superpave to design the recycled concrete mixtures, and showed the variables between

them with many differences such as -pure aggregate with RCA gradation, bulk densit (Gb), air voids

(av), VMA, VfA, dust proportion(Dp), curing and compaction.

Determining the Optimum Asphalt Content (OAC) of RCA in hot asphalt mixtures enclosing RCA,

based on the superpave design method.

Assessing permanent deformation (rutting) using wheel tracking test (WTT).

Knowledge of the location history along with investigative results for determining what kind of disposal

is required and if there is pollution , the condition of the waste concrete is not suitable for recycling, will

have to be disposed of it as solid or dangerous waste.

3 .EXPERIMENTAL WORK

Experimental works was carry out in:

• Laboratories the in Building and Construction Department-- University of Technology.

• The Engineering Department-University of Al-Mustansiriya

• Highway Department Laboratories of the National Center for Construction Laboratories.

Researches (NCCLR) in Baghdad) and

• Directorate of Materials Researches.

4. MATERIALS USED

The materials used in this study are divided into two categories:

• Pure materials include: Asphalt Cement, Aggregate and Filler.

• Recycled Concrete Aggregate (RCA).

5. PURE MATERIALS

5.1. Asphalt cement

Asphalt cement (AC) of (40-50) was used as to the suggestion of standard Performance Grade

of the Al- Daurah binder which usually used in Baghdad.

5.2. Coarse and fine aggregates

The crushed quartz aggregates brought up from graded aggregate stockpiles are utilized for a

regionally asphalt concrete batch plant which is located in eastern south of Baghdad (Jurf Al-

Naddaf)

5.3. Filler

The filler utilized in this work is Ordinary Portland cement from Al- Mass Company.

5.4. Recycled concrete aggregate

RCA was brought up from Bab-Al Maadam Region, near Al-Mustansiriya University, Faculty

of Engineering. The age of these buildings are more than 30 year, as show in Plate (1) .Eight

percentages of RCA are used in preparates of specimens of laboratory testing

(10,20,30,40,50,60,70 and 80%) instead of pure aggregate.



Plate (1) Recycled concrete aggregate

6. DESIGN SELECTION OF AGGREGATE STRUCTURE

A superpave criterion was used to design three (and sometimes more) trial blends types of

asphalt mixtures that evaluated to select the design of aggregate structure. Trial blending

consists of varying stockpile percentages of each aggregate to obtain blend gradations meeting

the graduation requirements for the particular mixture. Table (1) and Figure (1) demonstrate

the trial blends for Mixture Design. The power of 0.45 gradation chart is used to define a

permissible gradation. The maximum density gradation which is theoretically plotted as a

straight line from the maximum aggregate size to the origin. The (vertical-axis) of chart percent

passing of aggregate and (horizontal-axis ) is an arithmetic scale of sieve size in mm, raised to

the 0.45 power as ((4.75 mm ) sieve is plotted at (2.02 mm )). Superpave is used accordance

with standard set of AASHTO M323 (2012) sieves and the following definitions with respect

to aggregate size are used:

*Maximum Size: One sieve size larger than the nominal maximum size.

*Nominal Maximum Size: One sieve size larger than the first sieve to retain more than ten

percent.

They are placed on the nominal maximum size, an intermediate size (2.36 mm), and the

dust size (0.075 mm).



Table (1) Trial Blends for Mixture Design with the Limitations.

Figure (1) Trial Blends for Mixture Design.

Table (2) Properties of Mixture Compaction for Asphalt Binder Content

Table three blend gradation

Weight of aggregate for

sample 4500 gm

Gradation passing%

superpave specification

AASHTO M323 (2012)

Iraqi

specification R9,

Binder

Standard

sieve

size

(mm)

Blend

3

Blend

2

Blend

1

Blend

3

Blend

2

Blend

1

Restricted

Zone

Control

Point Max. Min.

0 0 0 100 100 100 .... .... 100 100 100 100 25

90 180 405 98 96 91 .... .... 100 90 100 90 19

450 585 495 88 83 80 .... .... 90 .... 90 70 12.5

450 360 450 78 75 70 .... .... .... .... 80 56 9.5

1170 1305 1350 52 46 40 .... .... .... 65 35 4.75

900 738 720 32 29.6 24 34.6 34.6 49 23 49 23 2.36

450 342 252 22 22 18.4 28.3 22.3 .... .... .... .... 1.18

247.5 270 153 16.5 16 15 20.7 16.7 .... .... .... .... 0.6

139.5 162 225 13.4 12.4 10 13.7 13.7 .... .... 19 5 0.3

198 198 144 9 8 6.8 .... ..... .... .... .... .... 0.15

180 180 171 5 4 3 .... .... 8 2 9 3 0.075

225 180 135 5 4 3 .... .... .... .... .... .... filler

Asphalt

Content % Gmm

No. of

Gyrations

Height

mm

WMix.

gm

Gmb

Estimated

Correction

Factor

Gmb

Corrected

4.6

2.44

NIni.=8 134.7

4653

2.049

1.037

2.124

NDes.=100 121.9 2.236 2.318

NMax.=160 120.2 2.267 2.350

5.1

2.42

NIni.=8 127.89

4633

2.050

1.030

2.111

NDes.=100 115.84 2.263 2.340

NMax.=160 114.15 2.297 2.365

5.6

2.41

NIni.=8 128.9

4691

2.075

1.020

2.123

NDes.=100 115.3 2.301 2.343

NMax.=160 113.0 2.323 2.370

6.1

2.39

NIni.=8 132.9

4700

2.103

1.017

2.123

NDes.=100 120.3 2.303 2.345

NMax.=160 118.7 2.340 2.380



7. OPTIMUM ASPHALT BINDER CONTENT SELECTION

For Blend 1 the optimum asphalt content of (4.9%) is determined at 4 % air-voids level. The

results of the void analysis and mix properties for Superpave mixes are displayed in the Tables

(2), (3) and Figure (2).

Table (3) Volumetric Test Results at Ndesign

Figure (2) Relationship between the Volumetric Properties Superpave Mix design: (A) Air Voids %

(B)Void mineral aggregate( VMA)% (C) Void Filler aggregate(VFA)%

Table (4) shows the summary of adding recycled concrete aggregate with different

percentages on properties of asphalt mixture. According to Superpave mix design criteria, all

the percentages are compatible with superpave criteria, except 80% of RCA because this

percentages has less than Specified minimum values for (VMA) at the design (AV) content of

4% which a function of nominal maximum aggregate(19mm) size. Figures (4) to (5) show the

values of optimum asphalt, Void Filler aggregate and Void Filler aggregate respectively with

adding of recycled concrete aggregate to mixture. lt can be seen that the optimum asphalt of

waste concrete aggregate is much higher compared with that of pure crushed aggregates and

increased with increasing of RCA content in the mixtures due to higher porosity of waste

concrete and higher attached mortars on the surface of the crushed concretes.

Table (4) Summary the results of added RCA For each ratio used

Asphalt content

Va% VMA% VFA% Gmm@Nintial

% Gmm@Nmaxim% Dust/Binder

4.6 5.3 14.28 62.9 87.0 96.3 0.75

5.1 3.5 14.48 75.8 87.2 97.7 0.66

5.6 2.8 14.74 81.0 88.0 98.3 0.6

6.1 1.85 15.16 87.8 88.9 99.5 0.54

Criteria 4.0 Min 13.2 65-75 Less than 89 Less than 98 0.6 – 1.2

Dust/Binder Gmm@Nmaxm

% Gmm@Ninitial

% VMA

% VFA

% OPT

% RAC

0.69 97.2 87.0 14.5 71 4.9 0 %

Control mix

0.68 97.5 86.5 15.47 73.5 5.3 10 %

0.7 97.9 87.4 15.1 73 5.8 20 %

0.67 97.5 86.5 13.85 71 6.1 30 %

0.7 97.4 87.5 13.4 70 6.6 40 %

0.71 97.50 86.0 13.3 68 7 50 %

0.68 97.28 88.2 13.9 72 7.2 60 %

0.66 97.6 88.4 13.73 71 7.4 70 %

0.65 97.7 88.3 11.95 67 7.8 80 %

0.6 – 1.2 Less than 98 Less than 89 Min 13.0 65-75 Criteria



Figure (3) Effect of recycled concrete aggregate with optimum Asphalt

Figure (4) Effect of recycled concrete aggregate with Void Filler aggregate

Figure (5) Effect of recycled concrete aggregate with Void mineral aggregate

8. PERMANENT DEFORMATION TEST

The RCA mixture must be assessed for rutting resistance capacity to avert possible permanent

deformation of the pavement structure.

8.2. Preparation of Slab Specimens

In order to evaluate the RCA mixtures against permanent deformation characteristics, the

compacted asphaltic slab samples are prepared. In this study, the compacted asphaltic slabs are

prepared at air voids equal to (4%) using Roller Compactor Device according to (EN12697-

Part 33:2003) and Superpave system (AASHTO Designation: T 312-2010). The sample for

utilized has dimensions of (60mm) in height, (300) mm in width and (400) mm in length. As

Steel rectangular mold of (400) mm in length, (120) mm in height and (300) mm, in width (at

NCCL) is used (Plate 3 -7A). The HMA is short term aged on incinerator for (4 hrs) at the

temperature of (135)° C for compaction approval to (Asphalt institute (1994)). Aging process

same as that take place in field between mixing and placement and permits for this aging

represents the aging that occurs in the field between mixing and placement and allows for

absorption of the asphalt binder into the aggregate pores. The slab mold and spatula are heated

in incinerator at the same compaction temperature to make sure that the temperature of mix is



not reduced. A chunk of non-absorbent paper, cut to size, is put in the down and to a sides of

mold before putting the mixture The asphalt mixture is put in the hot mold and another chunk

of non-absorbent paper is cut to size and put on the up of the mix, then the mold put on the

compaction device the sample is compacted under fixed load of (7.0) kN load, passes through

the monitoring arm (arm convex) on the form many times to obtain the density proportion and

the required height.

8.3. Wheel Tracking Machine and Rut Depth Test

The Pavement Wheel Tracker is equipment for testing the workability of asphalt mixes by

simulating roadway conditions. The test provides information about the rate of permanent

deformation (rut) from a moving, concentrated load. The Wheel tracking machine (NCCL in

Baghdad) is used for rut depth test of asphalt slab specimen. The wheel tracking apparatus

shown in Plate (2) consists of a loaded wheel, which bears on a sample held on a moving table.

The table reciprocates with simple harmonic motion through a distance of 230 ± 10 mm with a

frequency of (27) load cycles passes per minute. The wheel is fitted with a solid rubber tire of

outside diameter between (200mm) and (205 mm). The wheel load under standard conditions

is (700 ± 10 N) and passes repetitively over the sample for up to 10,000 cycles. If the maximum

allowed deformation is reached before 10,000 cycles, the wheel will lift off the failed sample,).

A Linear variable differential transformer (LVDT’s) is used to measure the deformation of the

sample. The test device in approximately 10,000 load cycles, as specified by the (AASHTO T

340-10) and the European Standard (BS 12697-Part 22: 2003). It is implemented in this work

of two temperatures (40º C and 60º C) for the permanent deformation testing.

8.4. Specimen Testing

Steps of specimen testing:

• Start Switch on the Wheel tracker unit by means of the mains switch, After little seconds the

display will show the main menu and the unit is ready to be operated,

• Samples are heated at test temperature of 60°C in an external oven in accordance with EN

12697-22:2003.

• Loading the specimen on the mold and confining it with the appropriated confining frame; the

confining frame should be properly secured to the moving carriage with the relevant retainers;

also it is necessary to make sure that the rubber wheel act in the centre of the sample itself.

• Press on operation key, after that the arm of wheel lower on surface of slab and begin to be

moving at a constant rate.

• Disengaging and move the holder of the displacement transducer and adjust its reference plate

in order the transducer probe is compressed approximately 75% of its total travel. This allowed

having sufficient travel available to measure the track formation on the sample.

• When the end of the test, the arm of wheel will return automatically to its upper position while

the display will show the results of the test show and the parameters.

• Switch off the Wheel tracker unit by means of the mains switch an



Plate (2) Wheel tracking machine

9. EXPERIMENTAL WORK RESULTS & ANALYSIS

The recycled concrete aggregate (RCA) mixture should be evaluated for rutting resistance

ability to avoid a possibility permanent deformation (rutting) of the gross pavement structure.

In recent years, the possibility for rutting on the highways in Iraq has increased due to the higher

traffic volumes [equivalent single axle loads (ESALs)] and the increased use of radial tires,

which normally higher Puffy pressures. The Wheel tracking (WT) device in the (NCCL) is

utilized to determine for Rut Depth of specimen (asphalt slab) according to (BS EN 12697-

22:2003). The failure criteria for all testing samples continuing for 10000 load cycles or until

the rut depth of 25 mm is reached. Wheel tracking slabs are employed testing to evaluate rutting

resistance of two different level of temperature of (40ᵒc & 60ᵒc), which mimic the effect of

traffic. The results from Wheel track test in term of rut depth (mm) was obtained at different

temperatures, Figures (6) show the relation between the number of 1000,5000 and10000 cycles

and the RCA content respectively at the 40ᵒc, while Figures (7) show the relation between the

number of 1000,5000 and10000 cycles and the RCA content respectively at the 60ᵒc. It can be

observed from the results, that when the number of load cycles increases the rutting values are

increased. All of the tested materials are presented load cycle 10000 values less than 20 mm.

Plastic flow (binder and aggregates are gradually moved without a volume change) is not

occurred, therefore all specimens are not failed during the tests. This deportment can be

ascribable to the existence of large ratios of un hydrated Portland cement particles that, when

activated, increasing the shearing strength (friction and cohesion) of the hot asphalt concrete

(recycled) mix and so the increasing in the rutting resistance (improvement in rutting) of this

mixture.

Figure (6) Rutting for temperature of 40ᵒC, (10000, 5000, 1000) cycle.



Figure (7) Rutting for temperature of 60ᵒC, (10000, 5000, 1000) cycle.

Figure (8) refers to relationship between the rut depth & number of cycles of wheel load

track at 40 ᵒc. It can be seen that the rut depth is increases with increasing of RCA content. Rut

depth increased by (5.5%), (8%), (10.5%), (106%), (141.2%), (202%) and (244.7%) when the

RCA is increased from the control mix (0% RCA) to (10, 20, 30, 40, 50, 60 and 70 %)

respectively. All ratios used are not failed in spite of increasing are satisfied the specifications

of (BS EN 12697-22).

Figure (8) Rut depth &Number of cycle wheel load track 40 ᵒc.

Figure (9) depicts the relationship between rut depth and number of cycles using of wheel

load track at 60 ᵒc. It can be seen that the rut depth decreases with increasing. RCA content. Rut

depth was decreased by (4.9%), (15.2%), (23.9%), (31.4%), (49.7%), (33.3%) and (35.7%)

when the RCA is increased from the control mix (0% RCA) to (10, 20, 30, 40, 50, 60 and 70

%) respectively.



Figure (9) Rut depth & Number of cycle wheel load track 60ᵒc.

Table (5) shows the mean values of plastic parameters. As shown in Figures (10) and (11),

the plastic parameters results show that the rut depth (RD) and wheel-Tracking slope in air

(WTS)air for the test specimens at temperature (40°c) increases gradually with an increase in the

recycled concrete ( RCA ) percent. This indicates that the addition of RCA to the mixture

reduces the resistance to permanent deformation in contrast to the control mix (0% RCA). For

HMA containing of 50% RCA, the (WTS)air was similar to that of the control mixture. On the

other hand, rut depth and wheel tracking slop in air are relatively decreased for the specimens

at temperature (60 °c ) with increase in of recycled material (RCA ) percentage compared with

the control mix (0% RCA). For HMA containing of 50% RCA, the (WTS)äir and (RD) decrease

sharply compared with control mixture which mean a good resistance rutting is Achieved low

rut depth and wheel-Tracking slope in air of any mix give a higher resistance to permanent

deformation. It can be concluded that (RCA) has a higher effect on reducing rut depth and

wheel-Tracking slope in air of asphalt mixtures at higher temperatures in contrast to the control

mix. After testing, the visual condition of the sample and the amount of deformation indicated

the mixture strength to rutting. Generally, pooring in mixtures performing leads to the high

deformation and vice versa (See Plate 2).

Table (5) Mean values of plastic parameters in conditional test

Recycle concrete aggregate ( % )

Temp Variable

70

60 50 40 30 20 10 0

6.68 6.01 4.8 4.1 2.2 2.15

2.1 1.99 40ᵒc

Rut depth

(mm)

244.7

202 141.2 106 10.5 8 5.5

0

% of

increasing

9.21

9.55 7.2 9.82 10.9 12.15 13.61 14.32

60ᵒc

% of

decreasing 35.7 33.3 49.7 31.4 23.9 15.2 4.9 0

0.31 0.22 0.10 0.17 0.15 0.14 0.13 0.10 40ᵒc

% of

increasing

Wheel-

Tracking

Slop in

air(WTS)a

ir

mm/103

Cycle

210 120 0 70 50 40 30 0

0.48 0.49 0.24 0.51 0.52 0.69 0.70 0.72 60ᵒc

% of

decreasing 33.3 31.9 66.6 29.1 27.7 4.1 2.7 0



Figure (10) Mean rutting depth (mm) at temperature of (40& 60) ᵒc.

Figure (11) Mean wheel-tracking slop for temperature of (40& 60) ᵒc.

10. CONCLUSIONS

1. Increasing the Optimum Asphalt Binder Content of RCA samples in proportion of ( 8.1, 18.3 ,

24.5, 34.7, 42.8, 46.9, 51 and 59.2%) in contrast to control sample respectively, when percentage

of RCA increased (10, 20, 30, 40, 50, 60 ,70 and 80%) respectively. All percentages are

compatible with superpave Criteria, except 80% of recycle concrete

2. The rut depth is increased in RCA samples in proportion of ( 5.5, 8 ,10.5, 106, 141, 202 and

244.7%) in contrast to control sample respectively, when RCA increased to (10,20,30,40,50,60

and 70%) at temperature (40 ᵒC) respectively, while a decrease in the rut depth of RCA samples

in proportion of (4.9, 15.2, 23.9, 31.4, 49.7, 33.3 and 35.7%) is developed in contrast to control

sample respectively, when RCA is increased to (10,20,30,40,50,60 and 70%) at temperature

(60ᵒC) respectively.

3. The Wheel tracking slop in air is increased in RCA samples in proportion of ( 30, 40 ,50, 70,

120 and 210%) in contrast to control sample respectively, when RCA increased to

(10,20,30,40,60 and 70%) at temperature (40 ᵒC) respectively, except for RCA (50%) as it is no

different from the control mix while a decrease in the rut depth of RCA samples in proportion

of (2.7, 4.1, 27.7, 29.1,66.6, 31.9,and 33.3%) is developed in contrast to control sample

respectively, when RCA is increased to (10,20,30,40,50, 60 and 70%) at temperature (60ᵒC)

respectively.

4. model were developed to predict a rut depth for the modified and local asphalt concrete by using

SPSS version 22 are very simple to use within the range of data are used to find these models.

There are a considerable saving in effort, (with in the data used) the following.

RD.2 =.007RC+.0166T-.153AC+1344.



Where

• RD: Rut depth (mm).

• AC: Asphalt content.

• T: Temperature (⁰C).

• RC: Recycle concrete

11. RECOMMENDATIONS AND SUGGESTIONS

This work can be further extended with other different waste materials such as steel fiber, crashed stone

and plastic.

1. It is suggested to immerse and wash the RCA materials before utilizing them in the HMA to

decrease the excessive attached cements on the surface of the crushed aggregates and improve

adhesion between materials in asphalt mixtures and RCA.

2. Future studies might try to use fine or coarse recycled concrete aggregates only in the HMA by

superpave method.

3. Evaluating the field performance of superpave asphalt concrete by a trying section construction

utilize local materials under traffic loading and prevailing environmental conditions.

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Documents

EFFECT OF USING RECYCLED WASTE CONCRETE ... total mix were mixed with pure crushed aggregates and compacted using superpave mix design method to produce HMA specimen to find the optimum