soil and aggregate stabilization for sustainable pavement

8/7/2019 Soil and Aggregate Stabilization for Sustainable Pavement

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Soil and Aggregate Stabilization for Sustainable Pavement

Satander Kumar, Ex-Scientist CRRI, Consultant, New Delhi Anukul Saxena, Senior Engineer,

Alchemist Touchnology. Ltd., New Delhi

In Pavement Design and Construction, there is an urgent need of economical and innovative

Technology that reduces energy consumption and Green House Gas (GHG) emission apart fromproviding sufficient strength and durability to pavement. Soil and aggregate Stabilization is one of the

solutions for obtaining sustainable pavement and economically mitigating the critical issues such as

energy consumption and GHG emissions. Stabilization with RBI Grade 81 is one such solution. It is a

natural inorganic material that is used in aggregate and soil as pavement material and soil Stabilizer.

Soil or aggregate can be stabilized with RBI grade 81 and then can be used in Subgrade and also as

Sub base and base Layers.

This paper presents and analyses various lab test results of RBI Grade 81 with five different type of

soils, mixture of Black cotton and stone dust and a mixture of 10mm down Aggregate and stone dust

to prove its suitability as a soil Stabilizer and Pavement material in Sub base and Base layers.

Introduction

µSustainability¶ is becoming a central concern for all. It is a concern that has grown out of wider

recognition that rising population and economic development are threatening a progressive

degradation of the earth¶s resources and polluting environment.

In Pavement Design and Construction, there is an urgent need of economical and innovative

Technology that provides sufficient strength and durability to pavement and also reduces energy

consumption and Green House Gas (GHG) emission. Presently, there is lot of energy consumption and

GHG emission in the manufacture of pavement material as well pavement construction. Soil and

aggregate Stabilization is a solution for obtaining sustainable pavement and economically mitigating

the critical issues such as energy consumption and GHG emissions.

Stabilization with RBI Grade 81 is one such solution. It is a natural inorganic material that is used withaggregate and soil as pavement material and soil Stabilizer. Soil or aggregate can be stabilized with

RBI grade 81 and then can be used in Subgrade and also as Sub base and base Layers. The whole

Pavement can be constructed by using RBI grade 81 thus reducing energy consumed and GHG

emissions in manufacturing and placing of unbound granular material (WBM/WMM) and bituminous

bound granular material (DBM/BM) without compromising on Strength and durability.

This paper presents and analyses various lab test results of RBI Grade 81 with five different soils,

mixture of Black cotton and stone dust and a mixture of 10mm down Aggregate and stone dust to

prove its suitability as a pavement material and soil stabilizer. Firstly CBR and PI lab test are

conducted with different low CBR soils to prove its suitability as Subgrade Stabilization and then PI,

CBR and UCS lab test are conducted with Black Cotton soil and Black Cotton soil mixed with different

percentage of Stone dust to verify its suitability in Sub base Layer. Compressive Strength and Modulus

of Elasticity test are conducted with aggregate mix to verify its suitability in Base Layer. Lab TestResults verifies that RBI grade 81 can be used in Stabilizing Subgrade as well as Sub Base and Base.

Layers in Pavement. RBI Grade 81 suitability to stabilize Sub Base and base layer are proved by

comparing the strength requirement in Design specifications of different countries.

Objective

The Objective of this paper is to prove by lab test results that:



1. RBI Grade 81 can be used for Subgrade Stabilization.

2. RBI Grade 81 stabilized mixtures of very weak soil like Black cotton soil and Stone dust is

suitable for Sub base Layer.

3. RBI grade 81 Stabilized mixtures of 10mm down aggregate and Stone dust is Suitable for base

Layer.

Subgrade Stabilization with RBI Grade 81

Four different types of soils are tested with RBI Grade 81 to check its suitability in Subgrade

Stabilization. As the Subgrade stabilization is done in most of the cases when the Subgrade CBR

strength is low hence the four soil samples are selected having CBR in the range of 2% to 4%.

The details of the soil samples are as follow:

y Soil A: This soil is taken from Dadri, Uttar Pradesh at Ansal API site. The gradation of the Soil

is 0% Gravel, 17% Sand and 83% Silt and Clay.

y Soil B: This soil is taken from Mohali, Punjab at Ansal site. The gradation of the Soil is 10%

Gravel, 38% Sand and 52% Silt and Clay.

y Soil C: This soil is taken from Noida, Uttar Pradesh at 3C site. The gradation of the Soil is 14%

Gravel, 34 Sand and 52% Silt and Clay.

y Soil D: This soil is taken from Jajjhar Bye Pass Haryana, near the site of State Highway. The

gradation of the Soil is 1% Gravel, 55% Sand and 44% Silt and Clay.

The samples for CBR are first cured for 7 days and then soaked for 4 days. The cured samples are

tested for CBR as per IS 2720, part-XIV. Lab Test Results are shown in Table 1.

Table 1: PI and CBR Soil Test Results

Sample Gradation

(%)

Dosage of

RBI Grade 81(%)

LL

(%)

PL

(%)

PI

(%)

CBR

(%)

Soil A

Gravel 0 0 25.5 15 11 4Sand 17 2 27.7 22 5.7 70

Silt & Clay

833 28.3 22.8 5.5 109

4 28.6 24 4.6 148

Soil B

Gravel 10 0 31 24.6 6.4 2

Sand 38 2 32 27.2 4.8 8

Silt & Clay

523 34 30.5 3.5 21

4 33 31.4 1.6 35

Soil C

Gravel 14 0 38 30.7 7.3 2

Sand 34 2 40 32.9 7.1 17Silt & Clay

523 38.1 32.4 5.8 19

4 38.1 32.6 5.5 34

Soil D

Gravel 1 0 17.4 NP NP 3

Sand 55 2 19.6 NP NP 35

Silt &

Clay44

3 19.8 NP NP 83

4 20.7 NP NP 93



In Soil A PI is reduced to 5.7 from 10.5 and in Soil B PI is reduced to 4.8 from 6.4 with 2% RBI Grade

81, hence in both the cases PI<6 and thus 2% RBI Grade 81 stabilized soil can be used as Subgrade.

In Soil C PI is reduced from 7.3 to 7.1 with 2% RBI Grade 81 and to 5.7 with 3% RBI Grade 81 and

hence with 3% RBI Grade 81 stabilized Soil C can be used as Subgrade.

Figure 1: Plasticity index variation of sample soilswith different dosage of RBI Grade 81

Figure 2: CBR variation of sample soils withdifferent dosage of RBI Grade 81

In Soil A CBR is increased 17.5 times with 2% dosage, 27.3 times with 3% dosage and 37 times with

4% dosage.

Table 2: Soil Properties of

Black Cotton Soil

Soil Summary

Gradation

Gravel (%) 0

Sand (%) 13.2

Silt and Clay (%) 86.8

LL (%) 41.5

PL (%) 14.2

PI (%) 27.3

MDD (gm/cc) 1.91

OMC (%) 13.5

CBR (%) 2

Table3: PI, CBR and UCS

Values of Black Cotton

Soil Used

RBI Grade81(%) 3% 4% 5% 6%

PI (%) 15 12 10 7.5

CBR (%) 40 67 79 107

UCS (MPa) 7Days Curing

2.3 2.7 3.4 3.8

In Soil B CBR is increased 4 times with 2% dosage, 10.5 times with 3% dosage and 17.5 times with

4% dosage.



In Soil C CBR is increased 8.5 times with 2% dosage, 9.5 times with 3% dosage and 17 times with 4%

dosage.

In Soil D CBR is increased 11.6 times with 2% dosage, 27.6 times with 3% dosage and 31 times with

4% dosage.

In Soil A the increase of the CBR is the highest. Soil B and Soil C shows nearly same rate of increase

of CBR for 3% and 4% dosage of RBI Grade 81.On an Average considering these four soil samples the

increase in CBR with dosage of 2% RBI grade 81 is 10 times, with dosage 3% 19 times and with 4%

26 times.

The trends of reduction in PI and increase in CBR for all the soil samples are shown in Fig 1 and Fig 2

respectively.

RBI Grade 81 Suitability in Subbase Layer

For checking the suitability of RBI Grade 81

Stabilized materials in a sub base layer, a soil sample of low CBR (2%), Black cotton soil is chosen for

the lab test. Black cotton soil sample is taken from jajjhar district of Haryana for testing. The

gradation and the properties of the soil are given in Table 2.

CBR test was conducted as per IS 2720, part-XIV and UCS test are conducted as per IS 2720, part±X.

The Samples are cured for 7 days and soaked for 4 days and UCS samples are cured for 7 days.

The Results of PI, CBR and UCS for Black Cotton Soil stabilized are sown in Table 3.

In order to further reduce the PI and increase CBR and UCS a sample of Black Cotton soil mixed with

some percentage of stone dust is stabilized with RBI Grade 81 to make the material more suitable to

act as a Sub Base layer. Two different mixtures are chosen for testing. The mixtures are 80% Black

Cotton Soil + 20% Stone dust and 70% Black Cotton Soil + 30% Stone dust

The Results of PI, CBR and UCS for both the mixtures are shown in Table 4 and Table 5 respectively.

Table 4: PI, CBR and UCS

Values of mixture of 80%

Black Cotton Soil and20% Stone dust

RBI Grade

81 (%)3% 4% 5% 6%

PI (%) 12 10 8 6.5

CBR (%) 95 100 109 141

UCS (MPa)

7 Days

Curing

2.1 2.5 3 4.4

Table 5: PI, CBR and UCS

Values of mixture of 70%

Black Cotton Soil and30% Stone dust

RBI Grade

81 (%)3% 4% 5% 6%

PI (%) 7 5 5 4.6

CBR (%) 82 121 143 153

UCS (MPa)

7 Days

Curing

2.9 3.3 3.6 3.8

CBR and UCS values are increased considerably and PI values reduced with the addition of different

dosages of RBI Grade 81 in all the three different samples. With 6% dosage PI is reduced from 27.3 to



7.5 in Black Cotton soil, reduced to 6.5% in 80% Black Cotton Soil + 20 % Stone dust and reduced to

4.6 % in 70% Black Cotton Soil + 30 % Stone dust.

The graphs of behavior of each of the parameter values i.e. PI, CBR and UCS with different dosage of

RBI grade 81 for all the three test sample are shown below in Fig 3, Fig 4 and Fig 5.

Figure 3: Plasticity index values with differentdosage of RBI Grade 81

Figure 4: CBR Values with different dosage of RBIGrade 81

In all the three tested samples, the minimum value of CBR is 40 for Black Cotton soil with 3% dosage

and minimum value of UCS is 2.1 MPa for 80% Black Cotton soil + 20% Stone dust with 3% dosage.

IRC code strength criteria are verified against these minimum values.

As per IRC: 51-1992 ³Guidelines for the use of Soil-Lime Mixes in Road Construction´, Minimum CBR

value for the lime stabilized sub base should be 15% for low trafficked rural roads, 20% for

cumulative traffic up to 2 Msa and 30% for traffic exceeding 2 Msa.

This strength criterion of CBR is satisfied by the stabilized samples as the minimum CBR is 40%. For

the UCS, the lime stabilized soil used for sub base should have a strength 700 KN/sq m (0.7 MPa),

this strength criterion of UCS is satisfied by the stabilized samples as the minimum UCS is 2.1 MPa.

Hence RBI grade 81 Stabilized soil layer can be used as Sub Base layer in the pavement.

Figure 5: UCS Values with different dosage of RBIGrade 81

Figure 6: Variation of Compressive Strength of Aggregate mixture with number of days

By analyzing the figure 4, 5 and 6 it can be concluded that 70% Black cotton Soil + 30% Stone dust is

the best sample mixture to be used as Sub Base layer. PI is reduced to less than 6 in this sample and

the average increase of CBR and UCS are maximum.RBI Grade 81 dosage of 4% and 5% is best as it

is economical apart from high Strength. The results of this composition are compared with Design

specifications of different Countries.

As per USA practice (AASHTO 1993), it is expected to have a 7 day strength of at least 2 MPa for

Stabilized layer. The selected sample satisfies this criterion with values of 3.3 MPa and 3.6 MPa at 4 %

and 5% of RBI Grade 81 respectively.



Table 6: UCS Values as per

South African Manual TRH

14

Stabilizedmaterial

Classification

UCS (MPa) after 7

Days

100%mod

AASHTO

97%mod

AASHTO

Max. Min. Max. Min.

C1 6 12 4 8

C2 3 6 2 4

C3 1.5 3 1 2

C4 0.75 1.5 0.5 1

Table 7: UCS Values as

per UK Specification TRL

ORN31

Properties of Cement (or

Lime) Stabilized materials

Material

CodeDescription

UCS

(Mpa)

CB1StabilizedRoad Base

3 to 6

CB2Stabilized

Road Base

1.5 to

3

CSStabilized

Sub Base

0.75

to 1.5

Table 8: Compressive

Strength values of Aggregatemixture Stabilized with RBI

Grade 81

S.NoDosage

(%)

Number

of days

Average

Compressive

Strength

(MPa)

1 4

7 3.0

14 3.7

28 3.8

2 6

7 4.2

14 5.1

28 5.3



3 8

7 4.5

14 5.3

28 5.8

Table 9: Elastic Modulus

Values

S.No

Dosage

of RBI

Grade

81(%)

ElasticModulus

(Mpa)

Average

Elastic

Modulus

(Mpa)

1 4

1322

15181582

1651

2 6

1780

18291610

2097

Photo 1: Elastic Modulus Testing Machine

As per South Africa Manual TRH 14, 1985 (Guidelines for Road Construction Materials), there are four

classes of Stabilized material C1-C4, where C1 is the strongest. The Specifications limits become less

strict as the material is used further below the road surface. C1 materials are seldom used because of

their tendency to form wide shrinkage cracks. Material class C2 is used for high Quality Sub base. The

lower strength materials C3 and C4 are used for lower layers or for bases on low volume roads. The

table 6 shows the UCS Values suggested for Stabilized materials

According to the above table C2 material classification UCS Strength requirement is satisfied by the

selected sample. Hence according to the South African manual RBI grade 81 stabilized layer is

considered as high quality sub base and also the other RBI grade 81 tested samples satisfies Strength

requirement of C3.

As per Philippines Standard specifications for Public Works and Highways, Volume 2 (DPWH, 1995), for

fine textured soils, UCS test seven day compressive strength should be minimum of 2.1 MPa. This

Strength requirement is also satisfied by the selected sample and also other samples tested with RBI

Grade 81.

As per UK specification TRL ORN31 design guide, the Stabilized materials recommended are road base

(CB1 and CB2) and Sub Base (CS), with unconfined compressive strength (UCS) values as shown in



Table 7

The Strength requirement of CB1 is satisfied by the selected sample and also the other RBI grade 81

tested samples satisfies Road base Strength requirement of CB2. Moreover, according to this design

guide for stabilized sub Base material, the CBR test can be used as an alternative to the UCS

requirement. A minimum value of CBR 70% after 7 days moist curing is recommended. This Strength

requirement is also satisfied by the selected sample.

Hence RBI Grade 81 stabilized layer can be used as sub base layer in a pavement.

RBI Grade 81 Suitability in Base Layer

For checking the suitability of RBI Grade 81 stabilized materials as a base layer, compressive Strength

test are performed on a sample of mixture of 50% 10mm down aggregate + 50% Stone dust. Dosage

of 4%, 6% and 8% of RBI grade 81 by weight of the sample are used in this testing.

Reason to select 50% 10mm down aggregate and 50% Stone dust composition is to have a dense and

strong mixture with lot of fines for the reaction to take place with RBI Grade 81 .The other reason is to

also take into account the effect RBI Grade 81 with marginal aggregate as the size of aggregates

selected in sample mixture are 10mm down along with quarry dust or stone dust.

Three samples are tested each after 7 days, 14 days and 28 days for each dosage. The Test Results

are shown in table 8.

The trend of increase of compressive strength is shown in Fig 6

Compressive Strength of sample increases with increase in number of days of curing and dosage of

RBI Grade 81.

Elastic Modulus test are conducted in order to check whether RBI grade 81 Stabilized Aggregate

mixture layer act as flexible or Rigid, so that if the Modulus of Elasticity is high the pavement

consisting of RBI Grade 81 Aggregate Stabilized layer and Bituminous layer will be considered as

Semi-Rigid and then the suitability of RBI grade 81 Stabilized layer as a base layer will be compared

with respect to semi rigid pavement. Moreover, for Pavement Design the value of Elasticity Modulus of

stabilized layer is needed.For this purpose Four Point Loading beam test are conducted. The

equipment is a computerized cyclic beam loading set up.

The Testing Equipment for Elastic Modulus is shown in Photo 1. Three Beam samples

(500mmX100mmX100mm) of each 4% and 6% dosage with Aggregate mixture is prepared at

Maximum dry density and OMC. The prepared beams were kept for curing for 28 days. After Curing

the Beam samples is put on the four point Cyclic Loading beam set up and load was applied at 0.01

KN per second. Deflections and applied load were measured by using LVDT (linear variable

displacement transducers) and load cell respectively. From the test measurements, elastic modulus

values were calculated and are given in Table 9.

As the Modulus of Elasticity values are high above 1500 MPa in both the case, Pavement consisting of

RBI grade 81 stabilized Aggregate layers and Bituminous layer is considered as semi rigid pavement

and thus the strength criteria of RBI grade 81 stabilized layers as base layer is considered based on

semi rigid pavement.

Therefore, as per IRC 74-1979 ³Tentative Guidelines for Lean-Cement concrete and Lean Cement-Fly

Ash Concrete as a Pavement Base or Sub Base´, to act as a semi rigid pavement layer, lean cement

concrete/ lean cement fly ash concrete should be designed to give a minimum compressive strength of



40 -60 Kg/cm2 (4-6MPa) at 28 days in the field and having regard to process variations in the field,

the laboratory mix should be designed for 1.25 times the required 28 days field strength.

Hence in laboratory the minimum compressive strength of 28days is 50-75 kg/cm2 (5-7.5 MPa). The

28 days Laboratory compressive strength of RBI grade 81 stabilized Aggregate mixture sample with

6% dosage is 5.3 MPa and with 8% dosage is 5.8 MPa which are greater than 5 MPa. Hence the RBI

grade 81 stabilized Aggregate Layer is suitable as a base layer.

As the pavement consisting of Aggregate stabilized layer and bituminous layer is semi rigid, Danish

Road institute Report on Semi Rigid pavement is also taken into consideration.

As per ³Mechanistic Design of Semi-Rigid Pavements´ by Danish Road Institute Report 138, 2004,

there are three different types of mix design for the treated material: A high rigidity mix (lean

concrete) with a 7-day compressive strength greater then 10MPa and Elasticity modulus in the range

of 15,000-30,000; a low strength soil cement or sand cement type mix with a 7- day compressive

strength less than 2 MPa and Elasticity modulus in the range of 1000-2000 MPa or an intermediate

mix type with 7 day compressive strength of 2.5 ± 4.5 MPa and Elasticity modulus of 7000-10000

MPa. As per the lab test result of 7 days compressive strength and Elasticity modulus of Aggregate

mix with 4% and 6% the values of low strength mix is fulfilled and hence the suitability of Stabilized

Aggregate as base layer material is verified.

Observation and Conclusion

I. Plasticity index is reduced and CBR is considerably increased with the addition of RBI Grade 81

stabilizer in all the four soil samples of low CBR. PI is reduced to less than 6 with 2% or 3%

dosage in all the four soil samples and considering all the soil samples the average increase in

CBR with 2% dosage is 10 times as compared to conventional, with 3% dosage 19 times and

with 4% dosage 26 times. Hence RBI grade is suitable to stabilize Subgrade.

II. With Black cotton soil PI is reduced from 27 to 15 with 3% dosage, 4% dosage PI is reduced

to 12, 5% dosage PI is reduced to 10 and 6% dosage PI is reduced to 7.5. CBR is increased

from 2 to 40 with 3% dosage, 4% dosage CBR is increased to 67, 5% dosage CBR is increased

to 79 and 6% dosage CBR is increased to 107. UCS is 2.3 MPa with 3% dosage, 4% dosageUCS is increased to 2.7 MPa, 5% dosage UCS is increased to 3.4 MPa and 6% dosage UCS is

increased to 3.8 MPa.

III. With the mixture of 80% Black cotton soil and 20% Stone dust PI is reduced from 27 to 12

with 3% dosage, 4% dosage PI is reduced to 10, 5% dosage PI is reduced to 8 and 6%

dosage PI is reduced to 6.5. CBR is increased from 2 to 95 with 3% dosage, 4% dosage CBR is

increased to 100, 5% dosage CBR is increased to 109 and 6% dosage CBR is increased to 141.

UCS is 2.1 MPa with 3% dosage, 4% dosage UCS is increased to 2.5 MPa, 5% dosage UCS is

increased to 3 MPa and 6% dosage UCS is increased to 4.4 MPa.

IV. With the mixture of 70% Black cotton soil and 30% Stone dust PI is reduced from 27 to 7 with

3% dosage, 4% dosage PI is reduced to 5.2, 5% dosage PI is reduced to 5 and 6% dosage PI

is reduced to 4.6. CBR is increased from 2 to 82 with 3% dosage, 4% dosage CBR is increased

to 121, 5% dosage CBR is increased to 143 and 6% dosage CBR is increased to 153. UCS is

2.9 MPa with 3% dosage, 4% dosage UCS is increased to 3.3 MPa, 5% dosage UCS is

increased to 3.6 MPa and 6% dosage UCS is increased to 3.8 MPa.

V. The mixture of 70% Black cotton soil + 30% Stone Dust gives the best results with RBI Grade

81 in all respect. PI is reduced to less than 6 in this sample and the average increase of CBR

and UCS are maximum.

VI. As per IRC:51-1992, AASHTO 1993, South African Manual TRH 14, Philippines Standard

specifications for Public Works and Highways, Volume 2 (DPWH, 1995) and UK Specification

TRL ORN31 the Strength requirement for sub base layer is satisfied by the tested samples.

Hence RBI grade 81 stabilized layers are suitable as Sub Base Layer.



VII. The 28 days Compressive Strength of mixture of 50% 10mm down aggregate and 50% Stone

dust stabilized with 4% RBI grade 81 is 3.8 MPa, 6% dosage 5.3 MPa and 8% dosage 5.8 MPa.

Elastic Modulus of Aggregate mixture with 4% dosage is 1518 MPa and with 6% dosage is

1829 MPa. As Elastic modulus is high the pavement consisting of RBI grade 81 Stabilized

Aggregate layer and bituminous layer is semi rigid.

VIII. As per IRC 74-2979, the minimum 28 days lab compressive strength should be in the range of

5-7.5 MPa which is satisfied by the Aggregate mixture stabilized with RBI grade 81 dosages of 6% and 8%. As per ³Mechanistic Design of Semi-Rigid Pavements´ by Danish Road Institute

Report 138, 2004, there are three different types of mix design for the treated material and

criteria of low strength mix is fulfilled by RBI grade 81 stabilized Aggregate Mix. Hence RBI

Grade 81 Aggregate Stabilized layer is suitable as a base layer.

Future Research

1. Similar more Lab tests have to be conducted on various soils and aggregate mixtures with

different dosage of RBI grade 81 to have more concrete and precise results for further

analysis. For Aggregate mixture lab test has to be performed on different percentage

composition of 10mm down aggregate and stone dust and also on different gradation of

aggregate.2. In order to check the durability of RBI Grader 81 stabilized layers, durability lab test has to be

conducted on various soils, mixture of soil with stone dust and mixture of 10mm down

aggregate and stone dust.

3. Cyclic beam load test or triaxial cyclic loading test has to be conducted on various soils and

aggregate mixture with different dosage of RBI grade 81 to develop the Fatigue equation.

4. Once the fatigue equation is developed, thickness of RBI Stabilized layers can be estimated by

using the Mechanistic Empirical methodology. Pavement Design of RBI grade 81 layers can be

done by using available Elastic layered software e.g. EVERSERIES and KENLAYER.

5. Trial Patch has to be constructed and the trial thickness of RBI Grade 81 Stabilized layer used

in trial patch is taken from the pavement design done as described in previous point. Field

Evaluation has to be performed on trial patch over a period of time say one to two year and

deterioration model of RBI Grade 81 Stabilized pavement has to be developed.

Refrences

y DFID (Department for International Development), UK Project Report ³Stabilised Sub-Bases

for Heavily Trafficked Roads´

y Bujang B.K.Huat, Asmidar Alias and Azlan Abdul Aziz, ³Evaluation, Selection and Assessment

of Guidelines for Chemical Stabilization of Tropical Residual Soils´, American Journal of

Environmental Sciences 4(4):303-309, 2008

y Abu Siddique and Bipradas Rajbongshi, ³An Analytical Study on Design and Analysis of

Stabilized Rural Roads,´ Proceedings of the Eastern Asia Society for Transportation Studies,

Vol. 5 pp. 813-828,2005

y Dr.Animesh Das and Dr.B.B.Pandey, ³Trial Design of Bituminous pavement with cemented

base/Sub-Base´ y Final Contract Report VTRC (Virginia Transportation Research Council) 09-CR2, ³Composite

Pavement Systems: Synthesis of Design and Const. Practices´

y IRC :50-1973, ³Recommended Design criteria for the use of Cement ± Modified Soil in Road

Construction´

y IRC:51-1992,´Guidelines for the use of Soil-Lime mixes in Road Construction´

y IRC:88-1984 ³Recommended Practice for Lime Flyash Stabilised Soil Base/Sub Base in

Pavement Construction´



y IRC:74-1979, ³Tentative Guidelines for Lean-Cement Concrete and Lean Cement-Fly Ash

Concrete as a Pavement Base or Sub Base´

soil and aggregate stabilization for sustainable pavement

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