use of locally available materials and stabilisation technique use of locally available materials...
TRANSCRIPT
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
THANK YOU