Use of Locally Available Materials and Stabilisation Technique Use of Locally Available Materials and Stabilisation Technique Dr. M.S. AMARNATH Bangalore.

Use of Locally Available Use of Locally Available Materials and Stabilisation Materials and Stabilisation

Technique Technique

Dr. M.S. AMARNATHDr. M.S. AMARNATHBangalore UniversityBangalore University

BangaloreBangalore

Soil StabilizationSoil StabilizationThe soil stabilization means the improvement of stability or bearing power of the soil by the use of controlled compaction, proportioning and/or the addition of suitable admixture or stabilizers.

Basic Principles of Soil Stabilization….• Evaluating the properties of given soil• Deciding the lacking property of soil and choose effective and economical method of soil stabilization• Designing the Stabilized soil mix for intended stability and durability values

Need for Soil StabilizationNeed for Soil Stabilization

Limited Financial Resources to Provide Limited Financial Resources to Provide a complete network Road System to a complete network Road System to build in conventional methodbuild in conventional method

Effective utilization of locally Effective utilization of locally available soils and other suitable available soils and other suitable stabilizing agents.stabilizing agents.

Encouraging the use of Industrial Encouraging the use of Industrial Wastages in building low cost Wastages in building low cost construction of roads.construction of roads.

Methods of Soil Methods of Soil StabilizationStabilization

• Mechanical StabilizationMechanical Stabilization• Soil Cement StabilizationSoil Cement Stabilization• Soil Lime StabilizationSoil Lime Stabilization• Soil Bitumen StabilizationSoil Bitumen Stabilization• Lime Fly ash StabilizationLime Fly ash Stabilization• Lime Fly ash Bound Macadam.Lime Fly ash Bound Macadam.

Mechanical StabilizationMechanical Stabilization

• This method is suitable for low volume roads i.e. Village roads in low rainfall areas.

• This method involves the correctly proportioning of aggregates and soil, adequately compacted to get mechanically stable layer

• The Basic Principles of Mechanical Stabilization are Correct Proportioning and Effective Compaction

Desirable Properties of Soil-Desirable Properties of Soil-Aggregate MixAggregate Mix

• Adequate Strength

• Incompressibility

• Less Changes in Volume

• Stability with Variation in water content

• Good drainage, less frost Susceptibility

• Ease of Compaction.

Factors Affecting Mechanical Factors Affecting Mechanical StabilizationStabilization

Mechanical Strength of aggregatesMechanical Strength of aggregates GradationGradation Properties of the SoilProperties of the Soil Presence of SaltsPresence of Salts CompactionCompaction

Mechanical Strength

• When the soil is used in small proportion to fill up the voids the crushing strength of aggregates is important

Gradation

• A well graded aggregate soil mix results in a mix with high dry density and stability values

Properties of soil

• A mix with Plasticity Index, results poor stability under soaking conditions. Hence it is desirable to limit the plasticity index of the soil

Presence of Chemicals

• Presence of Salts like Sulphates and mica

are undesirable

• Presence of Calcium Chloride is Beneficial

Compaction

• Effective Compaction is desirable to

produce high density and stability mix

Soil Cement StabilizationSoil Cement Stabilization

• Soil Cement is an intimate mix of soil, cement and water, compacted to form a strong base course

• Cement treated or cement modified soil refers to the compacted mix when cement is used in small proportions to impart some strength

• Soil Cement can be used as a sub-base or base course for all types of Pavements

Factors affecting soil cement Factors affecting soil cement stabilizationstabilization

• Soil

• Cement

• Pulverisation and Mixing

• Compaction

• Curing

• Additives

Soil

THE PHYSICAL PROPERTIES

• Particle Size Distribution

• Clay content

• Specific Surface

• Liquid limit and Plasticity Index

Cement

A increase in cement content generally causes increase in strength and durability

Pulverisation and Mixing

• Better the Pulverisation and degree of mixing, higher is the strength

• Presence of un pulverised dry lumps reduces the strength

Compaction

• By increasing the amount of compaction dry density of the mix, strength and durability also increases

Curing

Adequate Moisture content is to be retained in

order to accelerate the strength

Additives

There are some additives to improve properties

• Lime

• Sodium hydroxide

• Sodium Carbonate

• Calcium Chloride

Design of Soil –Cement Design of Soil –Cement MixMix

• Soil – Cement specimens are prepared with various cement contents in constant volumes moulds

• The compressive strength of these specimens tested after 7 days of curing

• A graph is plotted Cement content Vs compressive strength

• The Cement Content Corresponding to a strength of 17.5 kg/cm2 is taken as design cement content

Soil Lime StabilizationSoil Lime Stabilization

• Soil- Lime has been widely used as a

modifier or a binder

• Soil-Lime is used as modifier in high plasticity

soils

• Soil Lime also imparts some binding action

even in granular soils

Soil-Lime is effectively used in Expansive soils with high plasticity index.

Factors affecting Properties of Soil-Factors affecting Properties of Soil-LimeLime

Lime Content

• Generally increase in lime content causes slight change in liquid limit and considerable increase in Plasticity index

• The rate of increase is first rapid and then

decreases beyond a certain limit

• The point is often termed as lime fixation point

This is considered as design lime content

Type of LimeType of Lime

After long curing periods all types of limes After long curing periods all types of limes produce same effects. However quick lime produce same effects. However quick lime has been found more effective than has been found more effective than hydrated limehydrated lime

Calcium Carbonate must be heated at Calcium Carbonate must be heated at higher temperature to form Quick lime higher temperature to form Quick lime calcium oxide( CaO)calcium oxide( CaO)

Calcium oxide must be slaked ( by the Calcium oxide must be slaked ( by the addition of water) to form Hydrated limeaddition of water) to form Hydrated lime

CompactionCompaction Compaction is done at OMC and maximum Compaction is done at OMC and maximum

dry density.dry density.

Curing

• The strength of soil-lime increases with curing

period upto several years. The rate of increase is rapid during initial period

• The humidity of the surroundings also affects the strength

Additives

• Sodium metasilicate, Sodium hydroxide and

Sodium Sulphate are also found useful additives

Soil- Bituminous Soil- Bituminous StabilizationStabilization

• The Basic Principles of this stabilization are Water Proofing and Binding

• By Water Proofing inherent strength and other properties could be retained

• Most Commonly used materials are Cutback and Emulsion

• Bitumen Stabilized layer may be used as

Sub-base or base course for all the roads

Factors affecting properties of soil-Factors affecting properties of soil-bitumenbitumen

Soil

• The particle size, shape and gradation of the soil influence the properties of the soil-bitumen mix.

Types of Bitumen

• Cutbacks of higher grade should be preferred

• Emulsions generally gives slightly inferior results than Cutback.

Amount of Mixing

• Increasing proportion of bitumen causes a decrease in dry density but increases the stability after a certain bitumen content

• The optimum bitumen content for maximum stability generally ranges from 4 to 6%

Mixing

• Improved type of mixing with low mixing period

may be preferred

Compaction

• Effective Compaction results higher

stability and resistance to absorb water

Additives

• Anti stripping and reactive chemical additives have been tried to improve the properties of the mixes

• Portland cement can also be used along with the soil bitumen

Use of Locally Available Use of Locally Available Materials in Road Materials in Road

ConstructionConstruction

NecessityNecessity

Scarcity of good quality Scarcity of good quality aggregates / soil for road aggregates / soil for road constructionconstruction

Production and accumulation of Production and accumulation of different waste materialsdifferent waste materials

Disposal and environmental Disposal and environmental problemproblem

Economical and gainful utilisationEconomical and gainful utilisation

Limitations of Using Waste Limitations of Using Waste MaterialsMaterials

Quality of waste is not controlled by Quality of waste is not controlled by their manufacturerstheir manufacturers

Characteristics of by-products vary Characteristics of by-products vary in a wide rangein a wide range

Road construction practice is Road construction practice is accustomed to traditional materials accustomed to traditional materials of steady qualityof steady quality

Specifications of layers compaction Specifications of layers compaction of traditional materials are not of traditional materials are not suitable for waste materialssuitable for waste materials

General Criteria for Use of Waste General Criteria for Use of Waste MaterialsMaterials

Amount of yearly produced waste Amount of yearly produced waste material should reach a certain lower material should reach a certain lower limitlimit

The hauling distance should be The hauling distance should be acceptableacceptable

The material should not have a The material should not have a poissonous effectpoissonous effect

The material should be insoluble in The material should be insoluble in waterwater

The utilisation should not have a The utilisation should not have a pollutional effect to the environmentpollutional effect to the environment

Special Requirement for Using Special Requirement for Using Waste MaterialsWaste Materials

Free from organic matterFree from organic matter Should not swell or decay as Should not swell or decay as

influenced by waterinfluenced by water Should not be soluble in waterShould not be soluble in water Particles should be moderately Particles should be moderately

porous porous

Industrial wastesIndustrial wastes Thermal Power StationsThermal Power Stations

* Fly ash* Fly ash

* Bottom ash* Bottom ash

* Pond ash* Pond ash

Steel PlantsSteel Plants

* Blast furnace slag* Blast furnace slag

* Granulated blast furnace slag* Granulated blast furnace slag

* Steel slag* Steel slag

Utilisation of fly ashUtilisation of fly ash Thermal power -Thermal power - Major role in power Major role in power

generationgeneration Indian scenario -Indian scenario - Use of coal with high Use of coal with high

ash contentash content

-- Negligible utilisation Negligible utilisation of ash producedof ash produced

Bulk utilisation - Bulk utilisation - Civil engineering Civil engineering applications like applications like

construction construction of roads & of roads & embankmentsembankments

Can be used for construction ofCan be used for construction of Embankments and backfillsEmbankments and backfills Stabilisation of subgrade and sub-baseStabilisation of subgrade and sub-base Rigid and semi-rigid pavementsRigid and semi-rigid pavements

Fly ash properties vary widely, to be Fly ash properties vary widely, to be characterised before use characterised before use

Major constituents - oxides of silica, Major constituents - oxides of silica, aluminum, iron, calcium & magnesiumaluminum, iron, calcium & magnesium

Environmentally safe material for Environmentally safe material for road constructionroad construction

Possesses many favourable Possesses many favourable properties for embankment & road properties for embankment & road constructionconstruction

Utilisation of fly ashUtilisation of fly ash

Favourable properties of fly ashFavourable properties of fly ash Light weight, lesser pressure on sub-soilLight weight, lesser pressure on sub-soil High shear strengthHigh shear strength Coarser ashes have high CBR valueCoarser ashes have high CBR value Pozzolanic nature, additional strength due to Pozzolanic nature, additional strength due to

self-hardeningself-hardening Amenable to stabilisationAmenable to stabilisation Ease of compactionEase of compaction High permeabilityHigh permeability Non plasticNon plastic Faster rate of consolidation and low Faster rate of consolidation and low

compressibilitycompressibility Can be compacted using vibratory or static rollerCan be compacted using vibratory or static roller

Engineering properties of fly ashEngineering properties of fly ashParameterParameter RangeRange

Specific GravitySpecific Gravity 1.90 – 2.55 1.90 – 2.55

PlasticityPlasticity Non plasticNon plastic

Maximum dry density (gm/cc)Maximum dry density (gm/cc) 0.9 – 1.6 0.9 – 1.6

Optimum moisture content (%)Optimum moisture content (%) 38.0 – 18.0 38.0 – 18.0

Cohesion (kN/mCohesion (kN/m22)) NegligibleNegligible

Angle of internal friction (j)Angle of internal friction (j) 30300 0 – 40– 400 0

Coefficient of consolidation CCoefficient of consolidation Cv v (cm(cm22/sec)/sec) 1.75 x 101.75 x 10-5-5 – 2.01 x – 2.01 x 1010-3-3

Compression index CCompression index Ccc 0.05 – 0.4 0.05 – 0.4

Permeability (cm/sec)Permeability (cm/sec) 8 x 108 x 10-6-6 – 7 x 10 – 7 x 10-4-4

Particle size distribution (% of Particle size distribution (% of materials)materials)

Clay size fractionClay size fraction

Silt size fractionSilt size fraction

Sand size fractionSand size fraction

Gravel size fractionGravel size fraction

1 – 101 – 10

8 – 85 8 – 85

7 – 90 7 – 90

0 – 100 – 10

Coefficient of uniformityCoefficient of uniformity 3.1 – 10.7 3.1 – 10.7

Differences between Indian & US Differences between Indian & US fly ashesfly ashes

Property Property comparedcompared

Indian fly ashIndian fly ash US fly ashUS fly ash

Loss on ignition Loss on ignition (Unburnt (Unburnt carbon)carbon)

Less than 2 per Less than 2 per centcent

5 to 8 per cent5 to 8 per cent

SOSO3 3 contentcontent 0.1 to 0.2 per 0.1 to 0.2 per centcent

3 to 4 per cent3 to 4 per cent

CaO contentCaO content 1 to 3 per cent 1 to 3 per cent 5 to 8 per cent5 to 8 per cent

Increase in Increase in concentration of concentration of heavy metalsheavy metals

3 to 4 times in 3 to 4 times in comparison to comparison to source coal source coal

10 times or more in 10 times or more in comparison to comparison to source coalsource coal

Rate of leaching Rate of leaching LowerLower HigherHigher

Fly ash for road embankmentFly ash for road embankment Ideally suited as backfill material for urban/ industrial Ideally suited as backfill material for urban/ industrial

areas and areas with weak sub soilsareas and areas with weak sub soils Higher shear strength leads to greater stabilityHigher shear strength leads to greater stability Design is similar to earth embankmentsDesign is similar to earth embankments Intermediate soil layers for ease of construction and to Intermediate soil layers for ease of construction and to

provide confinementprovide confinement Side slope erosion needs to be controlled by providing soil Side slope erosion needs to be controlled by providing soil

covercover Can be compacted under inclement weather conditionsCan be compacted under inclement weather conditions 15 to 20 per cent savings in construction cost depending 15 to 20 per cent savings in construction cost depending

on lead distanceon lead distance

Fly ash for road embankmentFly ash for road embankment

Typical cross section of fly ash road embankment

Approach embankment for second Approach embankment for second Nizamuddin bridge at DelhiNizamuddin bridge at Delhi

– Length of embankment - 1.8 km Length of embankment - 1.8 km – Height varies from 6 to 9 mHeight varies from 6 to 9 m– Ash utilised - 1,50,000 cubic metreAsh utilised - 1,50,000 cubic metre– Embankment opened to traffic in 1998Embankment opened to traffic in 1998– Instrumentation installed in the Instrumentation installed in the

embankment showed very good embankment showed very good performanceperformance

– Approximate savings due to usage of fly Approximate savings due to usage of fly ash is about Rs.1.00 Croreash is about Rs.1.00 Crore

Approach embankment for second Approach embankment for second Nizamuddin bridge at DelhiNizamuddin bridge at Delhi

Spreading of pond Spreading of pond ashash

Compaction of pond Compaction of pond ashash

Second Nizamuddin bridge approach embankmentSecond Nizamuddin bridge approach embankment

Stone pitching for Stone pitching for slope protectionslope protection

Traffic plying on the Traffic plying on the embankmentembankment

Second Nizamuddin bridge approach embankmentSecond Nizamuddin bridge approach embankment

Utilisation of fly ash Utilisation of fly ash Four laning work on NH-6 (Dankuni to Kolaghat)Four laning work on NH-6 (Dankuni to Kolaghat)

Water logged area Water logged area

(soft ground conditions)(soft ground conditions)

Compaction of fly ash over layer of Compaction of fly ash over layer of geotextilegeotextile

Length of stretch – 54 kmLength of stretch – 54 km

Height of embankment – 3 to Height of embankment – 3 to 4 m4 m

Fly ash utilisation – 2 Million Fly ash utilisation – 2 Million cubic metrescubic metres

Reinforced fly ash embankmentReinforced fly ash embankment

Fly ash - better backfill material for Fly ash - better backfill material for reinforced embankmentsreinforced embankments

Polymeric reinforcing materials – Polymeric reinforcing materials – Geogrids, friction ties, geotextilesGeogrids, friction ties, geotextiles

Construction sequence – similar to Construction sequence – similar to reinforced earth structuresreinforced earth structures

Okhla flyover approach embankmentOkhla flyover approach embankment

– First geogrid reinforced fly ash First geogrid reinforced fly ash approach embankment constructed approach embankment constructed in the countryin the country

– Length of embankment – 59 m Length of embankment – 59 m – Height varied from 5.9 to 7.8 mHeight varied from 5.9 to 7.8 m– Ash utilised – 2,700 cubic metreAsh utilised – 2,700 cubic metre– Opened to traffic in 1996Opened to traffic in 1996– Performance has been very goodPerformance has been very good

7.8 to 7.8 to 5.9 m5.9 m

Facing Facing panelspanels

Filter Filter mediumediumm

GeogridsGeogrids

Reinforced foundation mattress of bottom Reinforced foundation mattress of bottom ashash

Okhla flyover approach embankmentOkhla flyover approach embankment

Okhla flyover approach embankmentOkhla flyover approach embankment

Erection of facing Erection of facing panelspanels

Rolling of pond Rolling of pond ashash

Support provided to Support provided to facing panels during facing panels during constructionconstruction

Laying of geogridsLaying of geogrids

Okhla flyover approach embankmentOkhla flyover approach embankment

Hanuman Setu flyover approach embankmentHanuman Setu flyover approach embankment

– Geogrid reinforced fly ash approach Geogrid reinforced fly ash approach embankmentembankment

– Length of embankment – 138.4 m Length of embankment – 138.4 m – Height varied from Height varied from 3.42 m to 1.0 m3.42 m to 1.0 m– Opened to traffic in 1997Opened to traffic in 1997

Sarita Vihar flyover approach Sarita Vihar flyover approach embankmentembankment

– Length of embankment – 90 Length of embankment – 90 m m

– Maximum height – 5.25 mMaximum height – 5.25 m– Embankment opened to Embankment opened to

traffic in Feb 2001traffic in Feb 2001– Polymeric friction ties used Polymeric friction ties used

for reinforcementfor reinforcement

Sarita Vihar flyover reinforced approach Sarita Vihar flyover reinforced approach embankmentembankment

Arrangement of Arrangement of friction ties before friction ties before

laying pond ashlaying pond ash

Laying of friction Laying of friction tiesties

Compaction using Compaction using plate vibrator plate vibrator

near the facing near the facing panelspanels

Compaction of pond Compaction of pond ash using static and ash using static and vibratory rollersvibratory rollers

Sarita Vihar flyover reinforced approach Sarita Vihar flyover reinforced approach embankmentembankment

Fly ash for road constructionFly ash for road construction Stabilised soil subgrade & sub-Stabilised soil subgrade & sub-

base/base coursesbase/base courses– Mixing with soil reduces plasticity Mixing with soil reduces plasticity

characteristics of subgradecharacteristics of subgrade– Addition of small percentage of lime or Addition of small percentage of lime or

cement greatly improves strengthcement greatly improves strength– Leaching of lime is inhibited and Leaching of lime is inhibited and

durability improves due to addition of durability improves due to addition of fly ashfly ash

– Pond ash & bottom ash can also be Pond ash & bottom ash can also be stabilisedstabilised

– Lime-fly ash mixture is better Lime-fly ash mixture is better alternative to moorum for construction alternative to moorum for construction of WBM / WMMof WBM / WMM

Construction of semi-rigid/ rigid Construction of semi-rigid/ rigid pavementspavements– Lime-fly ash concreteLime-fly ash concrete– Dry lean cement fly ash concreteDry lean cement fly ash concrete– Roller compacted concreteRoller compacted concrete– Fly ash admixed concrete pavementsFly ash admixed concrete pavements– Lime-fly ash bound macadamLime-fly ash bound macadam– Precast block pavingPrecast block paving– High performance concreteHigh performance concrete

Fly ash for road constructionFly ash for road construction

WBM Gr II/WMM 150 WBM Gr II/WMM 150 mmmm

WBM Gr III/WMM 75 mmWBM Gr III/WMM 75 mm

GSB 350 mmGSB 350 mm

BM 75 mmBM 75 mm

DBM 100 DBM 100 mmmm

Bituminous concrete 40 Bituminous concrete 40 mmmm

Typical cross section of flexible Typical cross section of flexible pavement – conventional sectionpavement – conventional section

Fly ash + 6% cement Fly ash + 6% cement stabilised layer 150 mmstabilised layer 150 mm

Typical cross section of flexible Typical cross section of flexible pavement – using fly ashpavement – using fly ash

WBM Gr III/WMM 75 mmWBM Gr III/WMM 75 mm

Pond ash 350 mmPond ash 350 mm

BM 75 mmBM 75 mm

DBM 100 mmDBM 100 mmBituminous concrete 40 mmBituminous concrete 40 mm

Pond ash 300 Pond ash 300 mmmm

DLFC 100 mmDLFC 100 mm

Fly ash admixed PQC 300 Fly ash admixed PQC 300 mmmm

Typical cross section of rigid Typical cross section of rigid pavement – using fly ashpavement – using fly ash

Demonstration road project Demonstration road project at Raichurat Raichur

Total length of the road – 1 km Five sections of 200 m each with different

pavement sections Pond ash has been used for replacing moorum

in sub-base course Stabilised pond ash used for replacing part of

WBM layer One rigid pavement section using DLFC and

RCCP technology was laid Performance of all the specifications is good

Mixing of lime Mixing of lime stabilised pond ashstabilised pond ash

Compaction of Compaction of stabilised pond ash stabilised pond ash

using road rollerusing road roller

Demonstration road project using fly ash at Demonstration road project using fly ash at RaichurRaichur

Construction of Construction of roller compacted roller compacted concrete pavementconcrete pavement

View of the View of the demonstration road demonstration road stretch after three stretch after three

yearsyears

Demonstration road project using fly ash at Demonstration road project using fly ash at RaichurRaichur

A rural road near Dadri in District A rural road near Dadri in District Gautam Budh Nagar, Uttar Pradesh was Gautam Budh Nagar, Uttar Pradesh was selectedselected

Total length of road – 1.4 kmTotal length of road – 1.4 km Bottom ash used as embankment fillBottom ash used as embankment fill Base course constructed using fly ash Base course constructed using fly ash

stabilised with 8% cement stabilised with 8% cement RCCP Wearing course – 10 cm thicknessRCCP Wearing course – 10 cm thickness RCCP Mix proportion – 1:2:4RCCP Mix proportion – 1:2:4 30 per cent of cement and 20 per cent 30 per cent of cement and 20 per cent

of sand replaced with fly ash in RCCPof sand replaced with fly ash in RCCP Shoulders – 8% cement stabilised fly ashShoulders – 8% cement stabilised fly ash

Demonstration road project using Demonstration road project using fly ash near Dadri (U.P)fly ash near Dadri (U.P)

Bottom ash

RCCP wearing course - 0.1 m

Stabilised fly ash base - 0.1 m

Stabilised fly ash Shoulder

Soil cover

Demonstration road project using Demonstration road project using fly ash near Dadri (U.P) – Typical fly ash near Dadri (U.P) – Typical

sectionsection

Stabilised base courseStabilised base course

Compaction of RCCPCompaction of RCCPMixing & laying of RCCPMixing & laying of RCCP

Demonstration Demonstration road project road project using fly ash using fly ash

near Dadri (U.P)near Dadri (U.P)

IRC Guidelines / SpecificationsIRC Guidelines / Specifications Guidelines available on pavement Guidelines available on pavement

constructionconstruction

IRC 60 ‘Tentative guidelines for use of IRC 60 ‘Tentative guidelines for use of lime fly ash concrete as pavement base or lime fly ash concrete as pavement base or sub-base’sub-base’

IRC 68 ‘Tentative guidelines on cement fly IRC 68 ‘Tentative guidelines on cement fly ash concrete for rigid pavement ash concrete for rigid pavement construction’construction’

IRC 74 ‘Tentative guidelines for lean IRC 74 ‘Tentative guidelines for lean cement concrete and lean cement fly ash cement concrete and lean cement fly ash concrete as a pavement base or sub-base’concrete as a pavement base or sub-base’

IRC 88 ‘Recommended practice for lime fly IRC 88 ‘Recommended practice for lime fly ash stabilised soil as base or sub-base in ash stabilised soil as base or sub-base in pavement construction’pavement construction’

Guidelines for use of fly ash in Guidelines for use of fly ash in road embankmentsroad embankments

Published recently by Indian Roads Published recently by Indian Roads Congress (SP- 58:2001)Congress (SP- 58:2001)

Includes design aspects alsoIncludes design aspects also Handling and constructionHandling and construction

– Loose layer thickness of 400 mm can be Loose layer thickness of 400 mm can be adopted if vibratory rollers are usedadopted if vibratory rollers are used

– Moisture content - OMC Moisture content - OMC ++ 2 per cent 2 per cent– Use of vibratory rollers advocatedUse of vibratory rollers advocated– Minimum dry density to be achieved - Minimum dry density to be achieved -

95 per cent of modified Proctor density95 per cent of modified Proctor density– Ash layer and side soil cover to be Ash layer and side soil cover to be

constructed simultaneously constructed simultaneously

Utilisation of steel slagsUtilisation of steel slags

Total production of slag from steel Total production of slag from steel industries is about 8.0 million tonnesindustries is about 8.0 million tonnes

Types of slagsTypes of slags

– Blast furnace slagBlast furnace slag Granulated blast furnace slag Granulated blast furnace slag

(GBFS)(GBFS) Air cooled slagAir cooled slag

– Steel slagSteel slag

Granulated blast Granulated blast furnace slagfurnace slagContains reactive silicaContains reactive silica

Suitable for lime / Suitable for lime / cement stabilisationcement stabilisation

Air cooled Air cooled blast furnace blast furnace

slagslagNon – reactiveNon – reactive

Suitable for use Suitable for use as coarse as coarse

aggregatesaggregates

CRRI work on utilisation of CRRI work on utilisation of steel slagssteel slags

Characterisation of slags produced Characterisation of slags produced at different steel plantsat different steel plants

Laboratory studies on Lime-GBFS Laboratory studies on Lime-GBFS mixesmixes

Semi-field studies on Lime-GBFS Semi-field studies on Lime-GBFS concreteconcrete

Test track studies on usage of slags Test track studies on usage of slags in road worksin road works

Properties of air cooled slagProperties of air cooled slagPropertyProperty DurgapuDurgapu

rrBhilaiBhilai RourkelaRourkela Delhi Delhi

QuartzitQuartzitee

SpecificatioSpecification n requiremenrequirementsts

Specific Specific gravitygravity

2.78 – 2.78 – 2.82 2.82

2.82 – 2.82 – 3.33 3.33

2.97 – 2.97 – 2.99 2.99

2.672.67 --

Water Water absorptioabsorption (%)n (%)

1.53 – 1.53 – 1.72 1.72

0.58 – 0.58 – 1.38 1.38

0.74 – 0.74 – 1.29 1.29

0.480.48 2% Max2% Max

Los Los Angeles Angeles abrasion abrasion value (%)value (%)

18.8018.80 25.0025.00 14.2814.28 34.0034.00 40% Max40% Max

Impact Impact value (%)value (%)

15.7915.79 14.8014.80 16.9016.90 24.5024.50 30% Max30% Max

SoundnesSoundness value s value (%)(%)

1.661.66 1.171.17 0.330.33 0.170.17 12% Max12% Max

PercentagPercentage voids e voids

46.4046.40 43.9043.90 43.1043.10 43.8043.80 --

Steel slagsSteel slags Obtained as a waste product Obtained as a waste product

during production of steelduring production of steel Particle size varies from 80 mm to Particle size varies from 80 mm to

300 microns300 microns Compared to blast furnace slag, Compared to blast furnace slag,

steel slag contains lower amount steel slag contains lower amount of silica, higher amounts of iron of silica, higher amounts of iron oxide and calcium oxideoxide and calcium oxide

Due to presence of free lime, steel Due to presence of free lime, steel slag should be weathered before slag should be weathered before using it in constructionusing it in construction

Road projects executed under Road projects executed under CRRI guidance using slagsCRRI guidance using slags

Plant roads at VisakhapatnamPlant roads at Visakhapatnam Test tracks in collaboration with AP Test tracks in collaboration with AP

PWD using slags from PWD using slags from Visakhapatnam Steel PlantVisakhapatnam Steel Plant

Test tracks in collaboration with Test tracks in collaboration with Orissa PWD using slags from Orissa PWD using slags from Rourkella PlantRourkella Plant

Test tracks at R&D Centre for Iron Test tracks at R&D Centre for Iron & Steel, Ranchi using Slags from & Steel, Ranchi using Slags from Bokaro PlantBokaro Plant

Construction Construction of test track of test track using slag at using slag at OrissaOrissa

Labour based Labour based techniques for techniques for

construction of construction of stabilised layerstabilised layer

View of View of finished finished

surface of surface of road road

constructed constructed using slags at using slags at

OrissaOrissa

Lime Lime stabilisatiostabilisation of iron n of iron slags slags (Orissa)(Orissa)

Processed municipal wastesProcessed municipal wastes

Processed municipal wastes Processed municipal wastes utilised for construction of test utilised for construction of test track on village road near track on village road near DelhiDelhi

Stabilised municipal waste Stabilised municipal waste used for construction of sub-used for construction of sub-base layerbase layer

Performance of stretch is goodPerformance of stretch is good

Kimberlite tailingsKimberlite tailings

Kimberlite tailings are waste produced from Kimberlite tailings are waste produced from diamond miningdiamond mining

Can be used in base or sub-base course by Can be used in base or sub-base course by adopting mechanical or cement stabilisationadopting mechanical or cement stabilisation

High value of water absorption makes them High value of water absorption makes them unsuitable for use in bituminous pavementunsuitable for use in bituminous pavement

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