This training report summarizes Navwant Thakur's summer training on quality control tests in the laboratory for the Kishangarh Udaipur Ahmedabad Road Project conducted by L&T ECC. The report describes two key tests performed on soil samples: 1) the free swell index test to determine the swelling properties of soils, and 2) the Atterberg limits test using the cone penetration method to determine the liquid limit and plastic limit of soils. The report provides details of the test procedures, equipment used, sample readings, and results obtained.

1. TRAINING REPORT
ON
Familiarization with quality control tests in laboratory
(L & T ECC: Kishangarh Udaipur Ahmedabad
(KUA) Road Project Package- 3)
Submitted By- Under guidance of-
Navwant Thakur Mr. Rajiv Kr.Chaudhary
Civil Engineering, B.Tech 2nd year Senior Engineer
IIT Guwahati. L&T ECC.
Ph: 08233824603, 07896173025.
Email: navwantthakur@gmail.com

2. About L & T (always an inspiration)
Larsen & Toubro (L&T) is India’s largest technology, engineering, manufacturing and
construction organization with a record of over 70 years. L&T is also adjudged India’s best
managed and most respected company on various attributes of customer delight and
shareholder value.
L&T Construction has played a prominent role in India’s industrial and infrastructure
development by executing several projects across length and breadth of the country and
abroad.For ease of operations and better project management, in-depth technology and
business development as well as to focus attention on domestic and international project
execution, entire operations of L&T Construction is structured into four Independent
Companies.
The Infrastructure Independent Company undertakes construction of heavy civil projects
meeting international standards of quality. EPC services are offered for transportation
infrastructure projects like roads, runways, bridges, metros, ports as well as hydel and
nuclear power projects.
Creating high quality national infrastructure for transportation is one of the prime areas of
operations for L&T. Across the country L&T has executed several transportation projects
such as Highways, Expressways and Runways. Strengthening and widening of roads
constitute yet another major activity of L&T. Maintenance works for national and state
highways are carried out using sophisticated equipment for resurfacing.
Preface
The contents of this training report reflect the work done by me and knowledge gained
during my summer training on Quality Control Tests in Laboratory under L & T ECC:
Kishangarh Udaipur Ahmedabad (KUA) Road Project Part 3.

3. ACKNOWLEDGEMENTS
I takeimmensepleasureinthankingMr.Rangoli Shrinivas,andMr. Pradeep,forhavingpermitted
meto carryoutthistraining.
I wish to express my deep sense of gratitude to my Guide, Mr. Rajiv Kr. Chaudhary, Senior
Engineer, L&T forhis ableguidanceandusefulsuggestions.
IwouldalsoliketothankMr. ZuberAlviandMr. ManurajDubey foralltheirvaluableassistancein
theprojectwork.IalsoexpressmygratitudetootherstaffmembersofL&Twhoalwaysguidedand
gaveusefulsuggestionsandinteractionwiththemwasveryuseful.
Words are inadequate in offering my thanks to the Lab Assistants and staff for their
encouragementandcooperation.
Finally, yet importantly, I would like to express my heartfelt thanks to my beloved parents
and family here in Udaipur fortheir helpandencouragement.
Navwant Thakur

4. Brief Ongoing Project Information:
The Kishangarh Udaipur Ahmedabad (KUA) project- a mega project, under NHTP Phase V
programme of National Highways Authority of India (NHAI) - is for upgrading the existing 4
lane of golden quadrilateral to 6 lane. The NH-8 connects the National Capital Delhi and
Business Capital Mumbai. The development is being executed on EPC (Engineering,
Procurement & Construction) basis. L & T Contruction bagged this major project from GMR
Infrastructure on BOT basis.
 Estimated budget of KUA project Part 3 : 900 crores
 Employer: NHAI (National Highway Authority of India)
 Client: GMR Infrastructure
 Contractor: L& T Infrastructure.
 Location according to chainage-
The New Udaipur Bypass- Ch 0 to Ch 23
Widening of Existing NH-8 -Ch 287 to Ch 317
The entire structure is from Kishangarh to Ahmedabad which is approximately 555 kms
while under Part 3 the total stretch is around 54 kms.
Salient features of proposed structure in Udaipur Bypass:
 No. of Interchange – 2
 No. of Railway over Bridges – 2
 No. of Major Bridges – 2
 No. of Fly-over – 1
 No. of Minor Bridges – 10
 No. of Under passes – 11
 No. of Culverts – 30

5.  Performed and supervised the following tests for soil samples:-
1. FREE SWELL INDEX TEST
( IS : 2720 – PART – 40 )
Object:Todetermine the free swell indexof soils.
Apparatus:
1) 425 micronIS sieve
2) Glass graduatedcylinders –2 nos 100ml capacity
3) Distilledwaterandkerosene.
Procedure:
Take two 10 grams soil specimensof ovendrysoil passingthrough425-micronIS sieve.
Each soil specimenshall be pouredineachof the twoglassgraduatedcylindersof 100mlcapacity.
One cylindershall thenbe filledwithkeroseneoil andthe otherwithdistilledwateruptothe 100ml
mark. Afterremoval of entrappedairthe soilsinboththe cylindersshall be allowedtosettle.
Sufficienttime (notlessthan24 hours) shall be allowedforthesoil sample toattainequilibriumstate
of volume withoutanyfurtherchange inthevolumeof the soils.The final volumeof soilsineachof
the cylindersshall be readout.
Calculations:
The level of the soil inthe kerosene-graduatedcylindershall be readasthe originalvolume.The soil
samples,kerosene beinganon-polarliquiddoesnotcause swellingofthe soil.The level of the soil in
the distilledwatercylindershall be readasthe free swelllevel.The free swellindex of the soil shall
be calculatedas follows:
Free swell index,(%)=[(Vd–Vk)/Vk] X100
Where,Vd= the volume of soil specimenreadfromthe graduatedcylindercontainingdistilledwater.
Vk= the volume of soil specimenreadfromthe graduatedcylindercontainingkerosene.
Sample Reading:
Type of Material- O.G.L.(Original groundlevel)
Source- ExistingRoad
Location- 302 + 750 L.H.S.
S.No. Sample level in water
(ml)
Vw
Sample level in
kerosene (ml)
Vk
Free Swell in water
(Vw-Vk)
F.S.I of sample
[(Vw- Vk)/Vk] *100
1. 10.5 9.0 1.5 1.5/9 *100
= 16.67%
Conclusion:Asthe FSIvalue = 16.67% < 50% we can proceedtoliquidlimitcalculation.

6. 2. ATTERBERGS LIMITS BY CONEPENETRATION
( IS : 2720 – PART – 5 )
INTRODUCTION:
The physical propertiesof fine-grainedsoils,especiallyof claydiffermuchatdifferent water
contents.Claymaybe almostin liquidstate,or itmay show plasticbehavioror maybe verystiff
dependingonthe moisture content.Plasticityisapropertyof outstandingimportanceforclayey
soils,whichmaybe explainedasthe abilitytoundergochangesinshape withoutrupture.
Atterbergin1911 proposedaseriesof tests,mostlyempirical,forthe determinationof the
consistencyandplasticpropertiesof fine soils. These are knownasAtterberglimitsandindices.
Liquidlimit:definedasthe minimumwatercontentatwhichthe soil will flow undertheapplication
of a verysmall shearingforce.
Plasticlimit:definedasthe minimummoisturecontentatwhichthe soil remainsinaplasticstate.
PlasticityIndex (PI): isdefinedasthe numerical difference betweenthe liquidlimitandplasticlimits.
PI thusindicatesthe range of moisture contentoverwhichthe soil isinaplasticcondition.
Shrinkage limit:isthe maximummoisturecontentatwhichfurtherreductioninwatercontentdoes
not cause reductioninvolume.Consistencylimitsandthe plasticityindexvaryfordifferentsoil
types.Hence thesepropertiesare generallyusedinthe identificationandclassificationof soils.
1. LiquidLimitTest
Object: To determinethe liquidlimit of the soil bycone penetration apparatus.
Apparatus:
i) Cone penetrationapparatusconfirmingtoIS:11196-1985 (cone angle 30°+/-0.50) andweightof
assemble is80 +/- 0.5 g includingall).
ii) Balance of 200 g capacityand sensitiveto0.01 g.
iii) Oventomaintain1050 to 1100C.
Procedure:
About150 g of dry pulverizedsoil sample passing425 micronIS
sieve isweighed,andmixed thoroughlywithdistilledwaterinthe
evaporatingdishtoforma uniformthickpaste.The soil paste shall
thenbe transferredtothe cylindrical mouldof the
conepenetrometerapparatusandlevelleduptothe top of the
cup. The penetrometershall be soadjustedthatthe cone pointjust
touchesthe surface of the soil paste inthe trough.Thescale of the
penetrometershall thenbe adjustedtozeroandthe vertical rod
releasedsothatthe cone isallowedtopenetrateintothe soil paste
underitsweight.The weightshouldbe 80 +/- 0.5 g and the penetrationshallbe notedafter5
secondsfromthe releaseof the cone.
If the difference inpenetrationliesbetween14and 28 mm the testisrepeatedwithsuitable
adjustmentstomoisture eitherbyadditionof more waterorexposure of thespreadpaste ona glass
plate forreductioninmoisture content.The testis repeatedatleasttohave foursetsof valuesof
penetrationinthe range 14 and 28 mm. The exactmoisture contentof eachtrial shall be
determined.
Calculations:
A graph representingwatercontentonthe Y-axisandthe cone penetrationvalueonthe

7. X-axisshall be prepared.The bestfittingstraightlineisthendrawn. The moisture
contentcorrespondingto cone penetrationof 20 mm shall be taken as the liquid limitof the soil.
Sample Reading:
Type of Material- O.G.L.
Source- ExistingRoad
Location- 302 + 750 L.H.S.
Trial No. 1 2 3 4
Containerno. 16 18 7 98
Wt. ofempty container,W1 41 34 37 38
Wt. ofwet sample + container,W2 78 75 91 86.5
Wt. ofdry sample + container,W3 71 67 76.5 73
Wt. ofdry sample,W4 = W3 - W1 30 33 39.5 35
Wt. ofwater insample,W5 = W3 – W2 7 8 14.5 13.5
Moisture content of sample,W=W5/W4*100 23.33 24.24 36.71 38.57
No. of drops/ Penetrationdepth 16.6 18.2 20.21 23.4
Results:From the graph, LiquidLimit(LL) = 34.0 % (watercontentcorrespondingtocone
penetrationof 20 mm)
2. PlasticLimitTest
Object:Determinationof the plasticlimitof the soils.
Apparatus:
Evaporatingdish,spatula,glassplate,moisture containers,rodof 3 mm diameter,balance
sensitiveto0.01 g and ovencontrolledattemperature 105°to 110°C.
Procedure:
About20 g of dry pulverizedsoilpassing425 micronIS sieve isweighed.The soil ismixedthoroughly
withdistilledwaterinthe evaporatingdishtill the soilpaste isplasticenoughtobe easilymoulded
withfingers.A small ball isformedwiththe fingersandthisisrolledbetweenthe fingersandthe
glassplate to a thread.The pressure justsufficienttoroll intoathreadof uniformdiametershouldbe
used.The rate of rollingshouldbebetween80 to 90 strokesperminute countingastroke as one
complete motionof handforwardandbacktothe startingpositionagain.The rollingisdone tillthe
diameterof thethreadis3 mm.Then the soil iskneadedtogethertoa ball androlledagainto
formthread.Thisprocessof alternate rollingandkneadingiscontinueduntilthe threadcrumbles
underpressure requiredforrollingandthe soil canno longerbe rolledintoathread.
If the crumblingstartat diameter<3 mm, thenmoisture contentis more thanplasticlimitandif the
diameterisgreaterwhile crumblingstarts,the moisturecontentislower.Bytrial,the threadthat
starts crumblingat3 mm diameterundernormal rollingshouldbe obtainedandthisshouldbe
immediatelytransferredtothe moisture container,lidplacedoveritandweighed.The containeris
keptinthe ovenforabouta dayand dryweightfoundtodetermine the moisture contentof the
thread.The above processisrepeatedtogetatleastthree consistentvaluesof the plasticlimit(Wp).
Calculations:
PlasticityIndex (PIorIp) = Liquidlimit –Plasticlimit.
= LL - PL
= Wl -Wp
ToughnessIndex (TIorIt) = Ip / If

8. LiquidityIndex( LIor Ll) = (W –Wp) / Ip where,‘w’isthe natural moisturecontentof the soil.
ConsistencyIndex(CIorIc) = (Wp – W) / Ip
3. MODIFIED PROCTOR COMPACTIONTEST
( IS : 2720 – PART – 7 & 8 )
Introduction:
Compactionof soil ismechanical processesbywhichthe soilsparticlesare constraintobe packed
more closelytogetherbyreducingthe airvoids.Soil compactioncausesdecreaseinairvoidsand
consequentlyanincrease indrydensity.Thismayresultinincrease inshearingstrength.The
possibilityof future settlementorcompressibilitydecreasesandalsothe tendencyforsubsequent
changesinmoisture contentdecreases.
Degree of compactionisusuallymeasuredquantitativelybydrydensity.
Increase indry densityof soil due tocompactionmainlydependsontwofactors – (i) thecompacting
moisture contentand(ii) the amountof compaction.Forpracticallyall soilsitisfoundthatwith
increase inthe compactionmoisture content,the drydensityfirstincreasesandthendecreasesif
compactedby anymethod.Thisindicatesthatunderagivencompactiveefforteverysoil has
optimummoisture content(OMC) atwhichthesoil attainsmaximumdrydensity(MDD). The
compactiontestisdividedinto twoparts(i) lightcompaction and(ii) heavycompaction.
Object:Todetermine the compactiontestbyheavycompactiontestmethod.
Apparatus:
a) Cylindrical mouldof capacity1000 cc, withan internal diameterof
10cm and height12.73 cm or a mouldof capacity 2250 cc, withan
internal diameterof 15 cm andheightof 12.73 cm. The mouldisfitted
witha detachable base plate andremovablecollarorextensionof about
6 cm high.
b) For heavycompaction,the rammerhas 5 cm diametercircularface,
but havingweight 4.89 kg anda free dropof 45 cm.
c) Steel straightedge havingis levellededge fortrimmingthe topof the
specimen.
d) Other accessoriesinclude moisture containers,balancesof capacity
10 kg and 200 g,oven,sievesandmixingtools.
Procedure:
Preparation of samples:
About20 kg of the representative soil isair-dried,mixedpulverized
and sievedthrough19mm IS sieve.The fractionretainedon19 mm sieve isnotusedinthistest.If
there isenough proportionof materialsretainedon19 mm sieve, allowanceforlargersize materials
ismade byreplacingitbyan equal weightof material passing19mm sieve andretainedon4.75 mm
sieve.
For compactingthe soil inthe mouldeverytime the requiredquantitywill dependonthe soil type,
size of the mould,moisture contentandamountof compaction.Asa roughguidance,foreachtest
2.5 kg of soil may be takenforlightcompactionand5.8 kg forheavycompaction.The estimated
weightof waterto be addedto the soil everytime maybe measuredwithagraduatedjarincc.
Enoughwateris addedto the specimentobringthe moisture contenttoabout7% lessthanthe
estimatedOMCforsandy soilsand10% lessforclayeysoils.The processedsoilisstoredinanairtight
containerforabout18 to 20 hoursto enable moisture tospreaduniformlyinthe soil mass.
MDD Mould

9. The mouldwithbase plate fittedinisweighed.The processsoil-watermixture ismixedthoroughly
and dividedintoeightequal parts.
For heavycompaction,the wetsoil mix iscompactedinthe mouldinfive layerseach
layerbeinggiven25 blowsof 4.89 kg hammerwhenthe 10 cm diameterof mouldis
used.Whenthe 15 cm diametermouldisused,56 blowsare giventoeach of the five
layersby4.89 kghammer.The blowsshouldbe uniformlydistributedoverthe surface of eachlayer.
Each layerof the compactedsoil isscoredwitha spatulabefore placingthe soil forthe
succeedinglayer.The amountof soil usedshouldbe justsufficienttofill the mouldleaving
about5mmto be struckoff on the top aftercompactingthe final layer.
Sample Readings:
Type of Material- O.G.L.
Source- Existingroad
Location- Ch:302 + 750 RHS
Wt. of mould,W1 = 3726 g
Volume of mould,V = 1004.8 cc
1 2 3 4
Percentage of water added,(%) 4 6 8 10
Wt. ofcompacted soil + mould, W2 5710 5860 5955 5929
Wt. ofcompacted soil,W3 = W2 – W1 1984 2134 2229 2203
Bulk/ Wetdensityof soil,Yb = W3/V 1.975 2.124 2.218 2.192
Moisture determination,containerno. 06 27 20 25
Wt. ofcontainer, W4 38.0 41.0 43.0 39
Wt. ofwet sample + container,W5 155.0 166.0 149 161
Wt. ofdry sample + container,W6 151.8 160.5 142.62 150.3
Wt. ofdry sample,W7 = W6 – W4 113.8 119.5 99.62 111.3
Wt. ofwater insample,W8 = W5 – W6 3.2 5.51 6.38 10.7
Moisture content of sample,W = W8/W7 * 100 2.81 4.61 6.4 9.6
Dry Densityof sample,Yd = 100Yb/ (100 + W) 1.921 2.03 2.085 2
Results:Fromthe graph-
Maximumdry density(MDD) = 2.096
OptimumMoisture Content(OMC) =6.9 %
4. CALIFORNIABEARING RATIO TEST (CBR Test)
( IS : 2720 – PART – 16 )
Introduction:
The CaliforniaBearingRatio(CBR) testwasdevelopedbythe CaliforniaDivisionof
Highwayas a methodof classifyingandevaluatingsoil-subgrade andbase course materialsfor
flexible pavements.
The CBR isa measure of resistance of a material topenetrationof standardplungerunder controlled
densityandmoisture conditions.The testprocedure shouldbe strictlyadhered if highdegree of
reproducibilityisdesired.The CBRtestmay be conductedinremoulded orundisturbedspecimensin
the laboratory.The testhas beenextensivelyinvestigatedforfieldcorrelationof flexible pavement
thicknessrequirement.

10. Briefly,the testconsistsof causingacylindrical plunger of 50mm diametertopenetrate a pavement
componentmaterial at1.25mm/minute.The loads,for2.5mmand 5mm are recorded.Thisloadis
expressedasapercentage of standardloadvalue ata respective deformationlevel toobtainCBR
value.
Apparatus:
a) LoadingMachine:Anycompressionmachine,which
can operate at a constant rate of
1.25mm/minute is used.A metal penetrationpiston or
plungerof diameter50mmis attachedto the loading
machine.
b) Cylindrical moulds:Mouldsof 150mm diameterand
175mm heightprovidedwithacollarof about50mm
lengthanddetachable perforatedbase are usedforthis
purpose.Aspacerdiscof 148mm diameterand47.7mm
thicknessisusedtoobtaina specimenofexactly
127.3mm height.
c) CompactionRammer:The material isusuallycompactedasspecifiedforthe work, eitherby
dynamiccompactionor bystatic compaction.The detailsfordynamiccompactionsuggestedbythe
ISIare given.Inthe Lab we usedHeavy compaction.
Type of compaction No.of layers HammerWt. (kg) Fall (cm) No.of blows
Light compaction 3 2.6 31 56
Heavy compaction 5 4.89 45 56
d) Adjustable stem,perforatedplate,tripodanddial gauge:The standardprocedure requiresthat
the soil sample before testingshouldbe soakedinwatertomeasureswelling.Forthispurpose the
above listedaccessoriesare required.
e) Annularweight:Inordertosimulate the effectof the overlayingpavementweight,annular
weightseachof 2.5 kg weightand147mm diameterare placedonthe topof the specimen,bothat
the time of soakingand testingthe samples,assurcharge.
Procedure:
The CBR testis performedeitheronundisturbedsoil specimens
obtainedbyfitting acuttingedge tothe mouldoron remoulded
specimens.Remouldedsoilspecimensmaybe compactedeitherby
staticcompactionor by dynamiccompaction.Whenstaticcompactionis
adopted,the batchof soil ismixedwithwatertogive the required
moisturecontent;the correctweightof moistsoil toobtainthe desired
densityisplacedinthemouldandcompactionisattainedbypressingin
the spacer discusinga compactionmachine orjack.The preparationof
soil specimensbydynamiccompactionorrammingismore commonly
adoptedandis explainedbelow.
About45 kg of material isdriedandsievedthrough19mmsieve.If
there isenough proportionof materials retainedon19mmsieve,
allowance forlargersize materialsismade byreplacingitbyan equal
weightof material passing19mmsieve andretainedon4.75mmsieve.
The optimummoisture contentandmaximumdrydensityof the soil
CBR Moulds
CBR TestingApparatus

11. aredeterminedbyadoptingeitherlightcompactionorheavycompactionaspertherequirement.
Each batch of soil (of at least5.5 kg weightforgranularsoil and4.5 to 5.0 kg weightforfine grained
soils) is mixedwithwater up to the optimum moisture content.The spacerdiscis placedat the
bottomof the mouldoverthe base plate andacoarse filterpaperisplacedoverthe spacerdisc.The
moistsoilsampleistobe compactedoverthisinthe mouldbyadopting heavycompaction.
(i) ForIS heavycompactionor the modifiedProctorcompaction,the soilisdividedintofive equal
parts; the soil iscompactedinfive equal layers,eachof compactedthicknessabout26.5mmby
applying56 evenlydistributedblowsof the 4.89 kgrammer.
Aftercompactingthe lastlayer,the collarisremovedandthe excesssoil above the topof themould
isevenlytrimmedoff bymeansof the straightedge.Itisimportanttosee if theexcesssoiltobe
trimmedoff while preparingeachspecimenisof thickness about5.0mm;if notthe weightof soil
takenfor compactingeachspecimenissuitablyadjustedforthe repeattestssothatthe thicknessof
the excesslayertobe trimmedoff isabout5.0mm.Anyhole that developsonthe surface due tothe
removal of coarse particlesduringtrimmingmaybe patchedwithsmallersize material.Three such
compactedspecimensare preparedforthe CBRtest.About100g of soil samplesare collected
fromeachmouldformoisture contentdetermination,fromthe trimmedoff portion.
The mouldwiththecompactedsoil isweighed.A filterpaperisplacedonthe perforatedbase plate,
themouldwithcompactedsoil isinvertedandplacedinpositionoverthe base plate (suchthatthe
top of the soil sample isnowplacedoverthe base plate) andthe clampsof thebase plate are
tightened.Anotherfilterpaperisplacedonthe topsurface of the sampleandthe perforatedplate
withadjustable stemisplacedoverit.Surcharge weightsof 2.5or 5.0 kg weightare placedoverthe
perforatedplate andthe whole mouldwiththeweightsisplacedinawatertank for soakingsuch
that watercan enterthe specimenboth fromthe topand bottom.The testset upis kept
undisturbedinthe watertanktoallowsoakingof the soil specimen forfourfull daysor96 hours.The
mouldistakenout of the water tankandthe sample isallowedtodrainina vertical positionfor15
minutes.The surchargeweights,the perforatedplate withstemandthe filterpaperare removed.
The mouldwiththe soil sampleisremovedfromthe base plate andisweighedagaintodetermine
theweightof waterabsorption.
The mouldwiththe specimenisclampedoverthe base plate andthe same surchargeweightsare
placedonthe specimencentrallysuchthatthe penetrationtestcouldbeconducted.The mouldwith
base plate isplacedunderthe penetrationplungerof theloadingmachine.The penetrationplunger
isseatedat the centerof the specimenandisbroughtincontactwiththe topsurface of the soil
sample byapplyingaseatingloadof4.0 kg.The dial gauge formeasuringthe penetrationvaluesof
the plungerisfittedinposition.The dial gauge of the provingring(forloadreadings) andthe
penetrationdialgauge are settozero.The loadis appliedthroughthe penetrationplungerata
uniformrate of 1.25 mm/min.The loadreadingsare recordedat penetrationreadingsof 0.0,0.5,
1.0, 1.5, 2.0, 2.5, 3.0, 4.0, 5.0, 7.5, 10.0 and 12.5 mm.In case the loadreadingsstartdecreasing
before 12.5mm penetration,the maximumloadvalueandthe correspondingpenetrationvalue are
recorded.Afterthe final reading,the loadisreleasedandthe mouldisremovedfromthe loading
machine.The provingringcalibrationfactorisnotedsothatthe loaddial valuescanbe converted
intoloadin kg.About50g of soil iscollectedfromthetopthree cmdepthof the soil sample forthe
determinationof moisture content.
Sample Readings :
Type of Material - O.G.L.
Source - ExistingRoad
Location- 301 + 500 LHS

12. Moisture content & Unit weight of Test Samples
S.No. Description Mould No. 2 Mould No. 8 Mould No. 6
A No. of layers 5 5 5
B No. of blows/layer 55 55 55
C Condition of sample while soaking Before After Before After Before After
D Wt. of mould (gm) 6571 6571 6505 6505 6545 6545
E Wt. of wet soil + mould (gm) 11735 11788 11686 11725 11738 11817
F Wt. of wet soil (E-D) (gm) 5164 5217 5181 5220 5193 5272
G Volume of mould/sample (cc) 2260.8 2260.8 2260.8 2260.8 2260.8 2260.8
H Wet density (F/G) (gm/cc) 2.284 2.308 2.292 2.309 2.297 2.332
J Moisture determination 1 2 3 4 5 6
K Container no. 93 89 10 7 33 35
L Wt. of container (gm) 40.0 38.0 43.0 37.0 53.0 49.5
M Wt. of wet soil + container (gm) 167.2 163.0 167.1 170.0 178.0 178.2
N Wt. of dry soil + container (gm) 160.8 155.7 160.2 162.0 170.7 168.9
P Wt. of water (M-N) (gm) 6.4 7.3 6.9 8.0 7.3 9.2
Q Wt. of dry soil (N-L) (gm) 120.8 117.7 116.9 125.0 117.7 119.5
R Moisture content (P/Q *100) 5.3 6.2 5.9 6.4 6.2 7.7
S Dry density {H(1+ R/100)} (gm/cc) 2.169 2.173 2.164 2.170 2.163 2.165
Load penetration test data
Mould No. 2 Mould No. 8 Mould No. 6
Penetration
(mm)
Proving ring
reading
Corrected
load (kg)
Proving ring
reading
Corrected
load (kg)
Proving ring
reading
Corrected
load (kg)
0 0 0 0 0 0 0
0.5 5 32.938 4 26.350 4 26.350
1 11 72.464 10 65.876 13 85.639
1.5 18 118.577 16 105.402 19 125.165
2 27 177.866 22 144.928 26 171.278
2.5 38 250.329 29 191.041 34 223.979
4 70 461.133 53 349.144 62 408.432
5 91 581.098 72 474.308 85 542.784
7.5 129 823.755 125 798.212 130 830.140
10 152 970.626 158 1031.332 161 1050.914
12.5 170 1109.661 185 1207.572 185 1207.572
Results: Withthe helpof loadpenetrationcurve,the CBRvaluesare determinedasfollows-
For Mould No.12, CBR at 2.5mm (%) = 320/1370 * 100 = 23.36%
CBR at 5mm (%) = 640/2055 * 100 = 31.14%
For Mould No.8, CBR at 2.5mm (%) = 240/1370 * 100 = 17.52%
CBR at 5mm (%) = 540/2055 * 100 = 26.28%

13. For Mould No.6, CBR at 2.5mm (%) = 250/1370 * 100 = 18.25%
CBR at 5mm (%) = 580/2055 * 100 = 28.22%
Average CBR value at5mm (%) = 28.55%
5. GRAINSIZE ANALYSIS (G.S.A)
( IS : 2720 – PART – 4 )
Introduction:
Grain size analysisalsoknownasmechanical analysisof soilsisthe determinationof the % of
individualgrainsizespresentinthe sample.The sieve analysisisasimple testconsistingof sievinga
measuredquantityof material throughsuccessivelysmallersieves.The weightretainedoneach
sieve isexpressedasapercentage of the total sample.
The grain size distributionof soil particlesof size greaterthan75 micronis determinedbysievingthe
soil ona setof sievesof decreasingsieve openingplacedone below theotherandseparatingoutthe
differentsize ranges.Twomethodsof sieve analysisare asfollows:
(i) Wetsievingapplicable toall soilsand
(ii) Drysievingapplicable onlytosoils,whichhave negligible proportionof clayandsilt.
The soil receivedfromthe fieldisdividedintotwoparts:one,the fractionretainedon2mmsieve and
the otherpassing2mm sieve.The sieve analysisalsomaybe carriedoutseparatelyforthese two
fractions.The fractionretainedon2mmsieve maybe subjectedtodrysievingusingbiggersievesand
that passing2mm sieve maybe subjectedtowetsieving;howeverif thisfractionconsistsof single
grainedsoil withnegligiblefinespassing0.075mm size,drysievingmaybe carriedout.
Apparatus:
Variousapparatusinclude setof standardsievesof differentsieve sizes,balance,rubber
coveredpestle andmortar,oven,riffleandsievesshaker.
Sample Readings:
Type of Material- O.G.L.
Source- Existingroad
Location- 302 + 750 RHS
Wt. of drysample- 6398g
Wt. of sample afterwashingthrough75micron ISsieve- 5760g
Sieve size Wt. retained(gm) Cumm.Wt. Retained(gm) Cumm.% Retained Cumm.%
Passing
100 mm 0 0 0 100
75 mm 0 0 0 100
19 mm 1037 1037 16.2 83.8
4.75 mm 2044 3081 48.15 51.85
2mm 1041 4122 64.42 35.58
425 micron 968 5090 79.55 20.45
75 micron 670 5760 90.02 9.98
Pan 638 6398 100 0
Results: Siltandsand content- 9.98%
Gravel Content- 48.15%
Sand Content- 41.87%

14.  Performed the following tests for aggregates:-
SPECIFICGRAVITY AND WATER ABSORPTION TEST
( IS : 2386 – PART – 3 )
Introduction:
The specificgravityof an aggregate isconsideredtobe a
measure of strengthor qualityof the material.The
specificgravitytesthelpsinthe identificationof stone.
Water absorptiongivesanideaof strengthof aggregate.
Aggregateshavingmore waterabsorptionare more
porousinnature andare generallyconsideredunsuitable
unlesstheyare foundtobe acceptable basedonstrength,impactandhardnesstests.
Object:
To determine the specificgravityandwaterabsorptionof aggregatesbyperforatedbasket.
Apparatus:
a) A wire basketof notmore than 6.3mm meshor a perforatedcontainerof convenientsizewiththin
wire hangersforsuspendingitfromthe balance.
b) A thermostaticallycontrolledoventomaintaintemperatureof 100° to 110°C.
c) A containerforfillingwaterandsuspendingthe basket.
d) An airtightcontainerof capacitysimilartothat of the basket.
e) A balance of capacityabout 5 kg,to weighaccurate to 0.5 g, and of such a type andshape asto
permitweighingof the sample containerwhensuspendedinwater.
f) A shallowtrayand twodry absorbentclothes.
Procedure:
About2 kg of the aggregate sample iswashedthoroughlytoremove fines,drainedandthenplaced
inthe wire basketandimmersedindistilledwaterwithacoverof at least50mm of waterabove the
top of the basket.
Immediatelyafterimmersionthe entrappedairisremovedfromthe sample byliftingthebasket
containingit25mm above the base of the tank andallowingittodrop 25 times atthe rate of about
one drop persecond.The basketandthe aggregate shouldremaincompletelyimmersedinwaterfor
a periodof 24 +/- 0.5 hoursafterwards.
The basketand the sample are thenweighedwhile suspendedinwater.Thisweightisnotedwhile
suspendedinwaterW1g. Thebasketandthe aggregate are thenremovedfromwaterandallowed
to drainfor a fewminutes,afterwhichthe aggregatesare transferredtoone of the dry absorbent
clothes.
The emptybasketisthenreturnedtothe tankof water,jolted25 timesandweightinwaterW2g.
The aggregatesplacedonthe absorbentclothesare surface driedtill nofurthermoisturecouldbe
removedbythiscloth.Thenthe aggregatesare transferredtothe seconddryclothspreadina single
layer,coveredand allowedtodryforat least10 minutesuntil theaggregatesare completelysurface
dry.10 to 60 minutesdryingmaybe needed.Theaggregatesshouldnotbe exposedtothe
atmosphere,directsunlightoranyothersourceof heatwhile surface drying.The surface dried
aggregate isthenweighedW3g. The aggregate isplacedina shallow trayandkeptinan
ovenmaintainedatatemperature of 110°C for24 hours.It is thenremovedfromthe oven,cooledin
an airtightcontainerandweighedW4g. Atleasttwo testsshouldbe carried out.
Calculations:
Aggregates in K.K. Gupta Crusher

15. Aggregate Used- 20mm K.K.Gupta Crusher.
Weightof saturatedaggregate inwater (W1-W2 = Ws) = 1611g
Weightof saturated surface dry aggregate inair W3 = 2502g
OvendryweightW4 = 2496g
Weightof waterequal to the volume of the aggregate (W3-Ws) g= 891g
i)Specificgravity=Dry wt. of aggregate/Wt. of equal volume of water
= W4/(W3 – Ws) = 2496/ (2502 – 1611) = 2.8
ii) ApparentSpecificgravity=Dry wt. of aggregate/Wt.of equal volume of water
excludingairvoidsinaggregates=W4/(W4 – Ws) = 2496/(2496 – 1611) = 2.82
iii) WaterAbsorption=(W3 – W4)/W4 * 100 = (2502 – 2496)/2496 *100 = 0.24 %
AGGREGATEIMPACT VALUE TEST
( IS : 2386 – PART – 4 )
Introduction:
Toughnessisthe propertyof a material toresistimpact.Due to trafficloads,the roadstonesare
subjectedtothe poundingactionorimpactand there ispossibilityof stonesbreakingintosmaller
pieces.The roadstonesshouldtherefore be toughenoughtoresistfractureunderimpact.A test
designedtoevaluate the toughnessof stonesi.e.,theresistanceof the fracture underrepeated
impactsmay be calledanimpact testforroadstones.
Object: To determinethe toughnessof roadstone materialsby
Impact test.
Apparatus:
a) Impacttestingmachine:The machine consistsof ametal base
witha plane lowersurfacesupportedwellonafirmfloor,without
rocking.A detachable cylindrical steelcup of internaldiameter
102mm and depth50mm is rigidlyfastenedcentrallytothe
baseplate.A metal hammerof weightbetween13.5and 14.0 kg
havingthe lowerendcylindrical inshape,100mmin diameterand
50mm long,with2mmchamferat the loweredgeiscapable of
slidingfreelybetweenvertical guides,andfall concentricoverthe
cup.
There isan arrangementforraisingthe hammerand allowingitto
fall freelybetween vertical guidesfromaheightof 380mm on the
testsample inthe cup, the heightof fallbeingadjustable upto5mm.
A keyisprovidedforsupportingthe hammerwhilefasteningor
removingthe cup.
b) Measure:A cylindrical metal measure havinginternal diameter
75mm anddepth 50mm formeasuringaggregates.
c) Tampingrod: A straight metal tampingrodof circular cross section,10mmindiameterand230mm
long,roundedatone end.
d) Sieve:ISsieve of sizes12.5mm, 10mm, and 2.36mm forsievingthe aggregates.
e) Balance:A balance of capacitynot lessthan500 g to weighaccurate up to 0.1 gm.
f) Oven:A thermostaticallycontrolleddryingovencapable of maintainingconstanttemperature
between100°Cto110°C.
Procedure:
The test sample consistsof aggregatespassing12.5mmsieve andretainedon10mmsieve anddried
inan ovenfor fourhoursat a temperature 100°C to 110°C and cooled.Testaggregatesare filledup
Impact testingmachine

16. to aboutone-thirdfull inthe cylindrical measureandtamped25times withtampingrod.Further
quantityof aggregatesisthenaddeduptotwo-thirdfull inthe cylinderand25 stocks of the tamping
rod are given.Themeasure isnowfilledwiththe aggregatestooverflow,tamped25times.The
surplusaggregatesare struckoff usingthe tampingrodas straightedge.The netweightof the
aggregatesinthe measure isdetermined andthisweightof theaggregatesisusedforcarryingout
duplicate testonthe same material.The impactmachine isplacedwithitsbottomplate flatonthe
floorso thatthe hammerguidecolumnsare vertical.The cupisfixedfirmlyinpositiononthe base of
the machine andthe whole of the testsample fromthe cylindrical measure istransferredtothe cup
andcompactedbytampingwith25 strokes.
The hammeris raiseduntil itslowerface is380mm above the uppersurface of theaggregatesinthe
cup, andallowedtofall freely onthe aggregates.The testsample issubjectedtoa total 15 such
blows.
The crushedaggregate isthenremovedfromthe cup and the whole of itsievedonthe 2.36mmsieve
until nofurthersignificantamountpasses.The fractionpassingthesieve isweighedaccurate to
0.1gm. The fractionretainedonthe sieve isalsoweighedandif the total weightof the fractions
passingandretainedonthe sieve isaddeditshouldnotbe lessthe original weightof the specimen
by more than one gram,if the total weightislessthanthe originalbyoverone gramthe results
shouldbe discardedanda freshtest ismade.
Sample readings and Calculations:
The aggregate impactvalue isexpressedasthe percentage of the finesformedintermsof
the total weightof the sample.
Locationof Sample:B.H.2 Village KayaCh23.67 km, depth3 to 4 mtr.
W1 = Original weightof the sample =339.5g
W2 = Weightof fractionpassing2.36mm ISsieve = 99.5g
Aggregate ImpactValue =100 W2/W1 = 29.3% (satisfactoryforroadsurfacing)
Limits:
< 10% Exceptionallystrong.
10 – 20% Strong.
20 – 30% Satisfactoryforroad surfacing.
> 35% Weak forroad surfacing.
SPECIFICGRAVITY TEST FOR SAND (BY PYCNOMETER)
Object:
To determine the specificgravityof sandfractionpassing 4.75 mmsieve bypycnometer.
Apparatus:
1) Densitybottle of 50ml / 100ml capacity.
2) Balance sensitive to0.01g.
3) Wash bottle withdistilledwater
4) Vacuumsource
Procedure:
To cleanand dry the pycnometer,washitthoroughlywithdistilledwaterandallow ittodrain.Weigh
the emptycleanedbottle (W1) withitsstopper.Takeabout10 to 20 grams of ovendriedsand
sample;findthe weight(W2) of the bottle andthesand,withthe stopper.Putabout10ml of distilled
waterin the bottle,sothatthesandisfullysoaked.Leave itfora periodof 2 to 10 hours.Add more
distilledwatersothatthe bottle isabouthalf full.Remove the entrappedairbysubjectingthe
contentsto apartial vacuum,thenfindoutthe weight (W3).Cleanthe bottle thoroughlyandfill it
withdistilledwaterandweighed(W4).
Sample readings and Calculations:
W1 = weightof the emptybottle withstopper
W2 = weightof the bottle + Sand sample withstopper
W3 = weightof the bottle + sample + waterwithstopper

17. W4 = weightof the bottle + waterwithstopper
Specificgravityof the sand= G =(W2 – W1)/ { (W2 – W1) – (W3 – W4) }
FINENESSMODULUS OF SAND:
Total Wt. of sand = 1000g
Sieve size Wt. retained(gm) Cumm.Wt. Retained(gm) Cumm.% Retained Cumm.%
Passing
10 mm 66 66 6.6 93.34
4.75 mm 118 184 18.4 81.6
2.36 mm 66.5 250.5 25.05 74.94
1.18 mm 199 449.5 44.95 55.05
600 micron 218 667.5 66.75 33.25
300 micron 210 877.5 87.75 12.25
150 micron 97 974.5 97.75 2.55
75 micron 0 0 0 0
Pan 0 0 0 0
FinenessModulus(F.M.) =∑ %Cumm.Passing/ 1000 = 3.45
 CONDUCTED TRIAL MIXING FOR M-15 CONCRETE using admixtures of different
companies such as STP, Sika, Shalimar, D-BASF etc.
The processof selectingsuitableingredientsof concrete anddeterminingtheirrelative amounts
withthe objective of producingaconcrete of the required,strength,durability,andworkabilityas
economicallyaspossible,istermedthe concrete mix design.
UsingSika Admixture: Quantitiesfor5cubes
Wt. of 20 mmaggregate = 14.31 kg (C.A.:F.A.= 65:35)
Wt. of 10 mmaggregate = 9.54 kg
Wt. of cement= 4.725 kg (Birla:OPC53 Grade)
Wt. of water= 2.37 kg
Wt. of sand= 12.1 kg (Kharkariver)
Wt. of admixture =71g (1% admixture)
AfterTrial Mixing, Initial SlumpValue obtainedwere-
5mm on 1% admixture and
95mm on1.5% admixture.
UsingD-BASF Admixture:Quantitiesfor5cubes
Wt. of 20 mmaggregate = 13.1 kg (C.A.:F.A.= 60:40)
Wt. of 10 mmaggregate = 8.7 kg
Wt. of cement= 4.725 kg (OPC53 Grade)
Wt. of water= 2.37 kg
Wt. of sand= 12.1 kg
Wt. of admixture =47g (1% admixture)
AfterTrial Mixing,Initial SlumpValue obtained=90mm
After60 min.SlumpValue =0
Mixerin Lab

18.  Explored various sources of River Sand in Jaisamand with sand contractor and L & T
staff for approval of sand source.
 Site visit to NH-8 with L &T Structure team where I got familiar with the basics of
Road Construction.