Lab Manual Ceg551 Word

7/23/2019 Lab Manual Ceg551 Word

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GEOTECHNICAL LABORATORY

CEG551

OPEN ENDED LABORATORY

WORKBOOK MANUAL

GEOTECHNICAL, HIGHWAY, TRANSPORTATION AND SURVEY DIVISION

FACULTY OF CIVIL ENGINEERING

UNIVERSITI TEKNOLOGI MALAYSIA



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GENERAL LABORATORY SAFETY PROCEDURES

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GENERAL LABORATORY RULES AND REGULATIONS

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Table & S=//e"e0 Ele#e!" "o be Aee0 o4 "6e Labo4a"o4> A".?.".e

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ELEMENTS TO ASSESS

INDIVIDUAL IN3LAB ACTIVITIES ASSESSMENTPUNCTUALITIYDISCIPLINE 9DRESS CODE,SAFETY SHOES,SAFETY REGULATIONS:KNOWLEDGE ON OPEN ENDED LABORATORYGROUP IN3LAB ACTIVITIES ASSESSMENT

LEADERSHIP SKILLCOMMUNICATION

ORGANISATION;TEAMWORK TEST;REPORT;ASSIGNMENT ASSESSMENT

INTRODUCTIONBASIC CONCEPTSSUMMARY OF PROCEDURES; METHODSANALYSIS AND INTERPRETATION OF DATADISCUSSION OF RESULTCONCLUSION

5



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a!0 "4="=4e"64o=/6o4#a".?e "e"a!0 lab 4e8o4"

Able "o 0e./!"6e e78e4.#e!"."6 l.""lee78la!a".o! o!"6e 84oe0=4eo o!0=".!/e78e4.#e!"al

*

So#e0.=.o! o!8=48oe oo4@ , #..!/o#e.!o4#a".o!

ba@/4o=!0 Able "oa!al>e "6eba. o!e8"o ol.0#e6a!. a!0"4="=4e

"64o=/6o4#a".?e "e"a!0 lab 4e8o4"

Able "o 0e./!,2!0"a!0a4084oe0=4e a!0lea4 ."684e.e

1

D.=.o! "6e8=48oe oo4@ ."64ele?a!"ba@/4o=!0

.!o4#a".o!

Able "o 0e./!a!0 e?al=a"e"6e ba.o!e8" ool.0 #e6a!.a!0 "4="=4e"64o=/6o4#a".?e "e"a!0 lab 4e8o4"

Able "o 0e./!,2!0Rele?a!""a!0a4084oe0=4e a!0lea4l> "a"e0

)

No .!o4#a".o!o! 8=48oe;obe".?e o

I!"4o0=".o! o4@, !o

ba@/4o=!0

.!o4#a".o!

Able "o .0e!".>"6e ba.o!e8" ool.0 #e6a!.

a!0 "4="=4e"64o=/6o4#a".?e "e"a!0 lab 4e8o4"

U!able "o0e./!e78e4.#e!" a!0!o e78la!a".o!o! "6e84oe0=4e oo!0=".!/

* Ba.o!e8"

+

S=##a4> o84oe0=4e;#e"6o0

)



1

11

1%

."6 /oo0e78la!a".o! o!o!0=".!/e78e4.#e!"alo4@Da"a olle"e0. 4ele?a!", Da"a olle"e0

Da"a olle"e0

4ela"e0 "o "6e Da"a olle"e0 Da"a olle"e0 . 4ele?a!",a !o"

obe".?e, A!al>. a!0 . 4ele?a!" b=" . 4ele?a!" a!0 4ela"e0 "o "6e4ele?a!" a!0

=J.e!" "o .!"e484e"a".!o" =J.e!" "o=J.e!" "o obe".?e a!0

!o" =J.e!" "o

a!al>e a!0 o! o 0a"a a!al>e a!0 a!al>e a!0 =J.e!" "oa!al>e a!0

a!al>e a!0 a=4a"e .!"e484e" .!"e484e".!"e484e"

.!"e484e" .!"e484e"a".o!o 0a"a$Re=l" a!0 D.=.o! o!

L.""le 0.=.o! De4.8".o! o0.=.o! a4e 4e=l" . ?e4>

4e=l" . o! 6a" 4e=l"lea4l> "a"e0, 0.J=l" "o

/e!e4all> lea4$ #ea! a!0"64o=/6 No 0.=.o! ollo, !o

.#8l.a".o! o So#e0.=.o! o! o! "6e #ea!.!/ 0.=.o! o!

4e=l"$ E!o=/6 0.=.o! o!6a" 4e=l" D.=.o! o e78e4.#e!"al

"6e #ea!.!/ oe44o4 a4e #a0e 6a" 4e=l"

#ea! a!0 o 4e=l" 4e=l" a!0 ?e4> 4e=l" a!#ea! a!0 "o be

.#8l.a".o! o 0.J=l" "o .!o4#a".o! .0."4a".!/, b=" .#8l.a".o! o

4e=l"$ P4o?.0e ollo o .!a=4a"e4e=l"$ No o#e

o!."e!"l> "6a" #a@e "6e./!.2a!" .!o4#a".o! .

a=4a"e 4e8o4"e44o4 a4e #a0e a=4a"e

.!o4#a".o! =!4el.able

Co!l=.o! . Co!l=.o! .Co!l=.o! .

e7elle!" a!0 /oo0 a!0/oo0 a!0

0e4.?e0 4o# Co!l=.o! . 0e4.?e0 4o#0e4.?e0 4o# No a""e#8" a

"6e olle"e0 0e4.?e0 4o# "6e olle"e0"6e olle"e0 #a0e "o

a!0 a!al>e0 "6e olle"e0 a!0 a!al>e0a!0 a!al>e0 o!l=0e a!0

Co!l=.o! 0a"a a!0 !o" a!0 a!al>e0 0a"a a!0 !o"0a"a a!0 !o" obe".?e o

4o# o"6e4 0a"a b=" ." . 4o# o"6e44o# o"6e4 "6e lab e4e

o=4e$ !o" a!e4.!/ o=4e b=" 0.0

o=4e a!0 !o" a!e4e0Co!l=.o! "6e obe".?e !o" 0.4e"l>

0.4e"l> a!e4

e78e4.#e!"alo4@

o4@ o!0=".!/e78e4.#e!"alo4@

e78la!a".o! o!o!0=".!/e78e4.#e!"alo4@

*



Co=4e O="l.!e

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"a!0a40 labo4a"o4> "e" o4 .?.l e!/.!ee4.!/ 8=48oe$ I!"4o0=".o! "o .#8le 2el0"e"#e"6o0 .ll alo be 84ee!"e0$ Co=4e o="o#e a ell a "6e P4o/4a# O="o#e o "6. =be"a4e "a"e0 .! Table 5$

Table 5 Co=4e O="o#e a!0 P4o/4a# O="o#e o CEG551

Co=4e O="o#e

1. A88l> @!ole0/e o o.l #e6a!. o!"a!0a40 labo4a"o4> o.l "e" a!0 a!al>e0a"a ob"a.! 4o# "6e lab e.o!$9C':

2. Co!0=" a labo4a"o4> "e" a!0 84o0=e 4e8o4"4ela"e0 "o ba. 86>.al a!0 #e6a!.al84o8e4".e o o.l$9P':

PO1

PO% PO&

PO' PO5 PO1%

T64o=/6o=" "6e e#e"e4, "=0e!" a4e 4e=.4e0 "o o!0=" a e4.e o labo4a"o4>a".?.".e .!/4o=8 a "a"e0 .! "6e #a!=al$ Ea6 labo4a"o4> a".?."> 6a bee! a./!e0 a le?el o o8e!!e a"a"e0 .! Table ($ Be.0e "6a", "6e4e a4e "o o4#al ae#e!", .$e$ Te" 1 a!0 Te" % a4e =e0"o 0e"e4#.!e "=0e!" =!0e4"a!0.!/ abo=" "6e =be"$ T6e o4#al ae#e!" .ll be

o##e!e0 o! Wee@ ) a!0 Wee@ 1& a 6o! .! Table ($

Table ( Labo4a"o4> A".?."> bae0 o! "6e Le?el o O8e!!e

WEEK TOPIC

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1$1 Mo."=4e o!"e!" a!0 8a4".le 0e!."> "e"$

1$' A""e4be4/ L.#." Te" 3 Pla". a!0 l.=.0 l.#." "e"9a: Co!e Pe!e"4a".o! "e"$9b: Caa/4a!0e "e"$

%$1 Co!"a!" Hea0 "e" o! oa4e3/4a.!e0 o.l$%$% Fall.!/ Hea0 "e" o! 2!e3/4a.!e0 o.l$

&$1 D.4e" 6ea4 bo7 "e"$

HOURS

%

LEVEL

%$

&$

%

%

Le?el

Le?el

'$

5$

%

%

Le?el

Le?el 1

+



($

)$

*$

+$

1$

11$

1%$

1&$

1'$

Co##o! Te" 1$

&$% U!o!2!e0 Co#84e.o! "e" 9UCT:$

&$& U!o!ol.0a"e0 U!04a.!e0 9UU: ; Co!ol.0a"e0U!04a.!e0 9CU: "4.a7.al "e"$

5$1 <KR 84obe "e"$5$% Va!e 6ea4 "e"$

O8e! E!0e0 Labo4a"o4> Le?el & P4a".al "e"




Co##o! Te" %$

%

%

%

%

%

%

%

%

%

Le?el 1

Le?el %

Le?el %

Le?el &

Le?el &

Le?el &

Le?el &

S=##a4> Re#a4@

T6e o!e8" o a0o8".!/ "6e !e #e"6o0 .! labo4a"o4> o=4e 4o# 84e4.8".?e "o.!?e"./a".?e .! !a"=4e .ll e?e!"=all> #o=l0 "6e "=0e!" "o be be""e4 e!/.!ee4 .! "6e ="=4e$ I"6o=l0 be !o"e0 "6a" ell384e8a4e0 labo4a"o4> #a!=al bae0 o! "6e 0.e4e!" le?el oo8e!!e o=l0 alo e!able "=0e!" "o be be""e4 84e8a4e0 .! "a@.!/ 2!al >ea484oe" o.!?e"./a".?e !a"=4e .! "6e o=4"6 >ea4 .! "6e "=0.e0 84o/4a#$

1



TITLE

LEVEL OFOOPENNEESSPREAMBBLE

La 1$1a PARabRTICLE DENNSITY TEST ON SAND SOILTDY

1$1 I!"4o0=".o!1

Th specific gravity of soi solids is ohegiloften needed for various calculations in soildsmeechanics. It can be deteermined acccurately in th laboratory i.e. it is th mosthey,heacccurate methhod; whereas the flask o pycnomete methods a only suitsoreraretable for deetermination of specific gravity of coagarse-grained soil.d

1$% Obe".?e%

otnengottle.To determine the specific gravity of fin sand usin density bo1$& Lea4!.!/ O="o#e&O

y the end of this laborato work, stuytoryudents should be able!

or1. To recor the masrdsses of saample and"o density bottle durthe performan of the pancearticle densit test.ty 2. To calcula the spec gravity o sandy soil.atecificof

1$' T6eo4e".a Ba@/4o='al=!0

#ppecific gravit $s is defty,fined as the ratio of the weight of a certain voeolume of soil solids to the weight of an e%ua volume o distilled walofwater at a cconstanttemmperature

PROBLEEMSTATEMMENT

&h are the inherent prhatroblems and assumptiodons that had to be madade withreggards to the sample, apparatus an procedures used th might afeandhatffect the

acccuracy and reliability of the results''

&$1 A88a4a"=

ensity bottle with stoppe having caerapillary hole at its centeter, vacuum flask ()edeesiccators, wash bottle with de-aired distilled wawwdater, weighin balance, alcohol,ngconstant tempperature wate bath, etc.er

WAYS MEANS

)ensity bott with stopper havingtle capillary hole at its centery

*acuuum flask ( ddesiccators

%&$% P4oe0=4e 1 +lean and dry the deensity bottle a stopper properly.andr 2. &eight th dried bottle with stopp and reco the mass m1.2heperords . Take abo 1/ to 2/ g of dry saoutand sample in desiccato 0our it cors.carefully into the density bottle &eight th e bottle with sand and sde.hstopper. eccord the mass m22.

11



. 0our distilled water in the bottle until about 3 full and shake for 4 minutes.4. emove the entrapped air further by applying partial vacuum for 1/ minutes.5. $ently pour some more water into the bottle until completely filled without any entrapped bubble. 0ut the stopper on.6. 7eep the bottle on the stand in constant temperature water bath for one hour.8. Take out the bottle from water bath. &ipe to clean and dry from outside. If

the capillary of the stopper is not full, fill it with drops of distilled water. 9gain make sure the bottle and stopper are clean cry.:. &eight the bottle filled with water and sand samples, with stopper. ecord the mass m.1/. mpty the bottle and clean it properly. <ill the bottle entirely with distilled water. =ake sure there are not entrapped air bubbles, or otherwise the partial vacuum has to be used.11. 0ut on the stopper as in step 8 and wipe dry from outside. ecord the mass m. 9gain empty the bottle and dry it properly.12. epeat the step 2 to 11 for two observations to obtain an average specific gravity of the sample.

RESULTS '$ Re=l", A!al>. a!0 Co!l=.o!

The group is re%uired to submit the technical report of the laboratory resultshighlighting the data ac%uisition process, analysis carried out and the relevancyof the set-out output to achieve the ob>ective.

The report must incorporate the results in the form below and answer thefollowing %uestions!

)ensity bottle no.

=ass of density bottle ? stopper gm

=ass of density bottle ? stopper ? dry soil gm

=ass of density bottle ? stopper ? soil ? water gm

=ass of density bottle ? stopper ? full of water gm

=ass of dry soil used gm

@

m1

m2

m

m

m2-m1

=ass of water used gm m-m2

=ass of water to fill density bottle gm m-m1

0article density of soil =g"m

$sAm2-m1

m-m1-m-m2

9verage particle density =g"m

$s,aveA$s,1?$s,2?$s,

a. &hat are the recommendations that can be implemented to improve the accuracy and reliability of the resultsb. &hat is the value of particle density or specific gravity, $s for the tested soil' )iscuss the suitability of the soil as a construction material in a backfilling works.

1%



TITLELEVEL OFOOPENNEESSPREAMBBLE

La 1$1b MOISTURE COabONTENT ON COHESIVE SOILNE

1$1 I!"4o0=".o!1Th ratio of th mass of water to th mass of solids in a soil specimhehehemen is

terrmed the mooisture conte of the soiil.ent

1$% Obe".?e%To determine the moisture content of cohesive sooteoils.

1$& Lea4!.!/ O="o#e&Oy the end of this laborato work, stuytoryudents should be able! 1. To record the masses of sample and"or contadsainer during the performmance of the moisture content test. 2. To calcula the moisatesture content of cohesive soil.te

1$' T6eo4e".a Ba@/4o='al=!0

=ooisture conte is referre to as wat content a is define as the ra ofentedterandedatioweeight of wate to the weig of solids in a given verghtvolume of sooil.

PROBLEEMSTATEMMENT

&h are the inherent prohatoblems and assumption that had to be made withnsereggards to the sample, apepparatus and procedure used that might affec thedestctacccuracy and reliability of the results''

&$1 A88a4a"=)eensity bottle with stoppe having caperpillary hole a its center vacuum fla (atr,askdeesiccators, wash bottle with de-aiired distilled water, wewdeighing balaance,alccohol, consta temperature water bantbath, etc.

WAYSMEANS

#et of containeters &&eighting balance

)rying oven)

&$% P4oe0=4e&1. +lean and dry a set of containeoers. r2. &eight th dried emp container and record the mass m1.2heptydm. Take abo 1/ to 2/ g of natura cohesive soil each an place int theout/alndto

1&



respective containers. &eight the container with the wet soil. ecord the mass m2.. Bven-dry the container ( specimen to a constant mass in an oven maintained at a temperature of 1/4C+ to 11/C+.4. &eight the container with the dried soil. ecord the mass m.


The group is re%uired to submit the technical report of the laboratory resultshighlighting the data ac%uisition process, analysis carried out and therelevancy of the set-out output to achieve the ob>ective.


+ontainer no.

=ass of container g

=ass of container ? wet soil g

=ass of container ? dry soil g

=ass of water g

@

=1

=2

=

=wA=2-=

=ass of dry soil g =sA=-=1

=oisture content DwA

=w

=s

E1//D

9verage moisture content DwaveA

w,1?w,2?w,

a. &hat are the recommendations that can be implemented to improve the accuracy and reliability of the results'b. &hat is the value of moisture content, w for the tested soil' )iscuss the significance of water in determining the engineering properties of the soil.

1'



TITLELEVEL OFOPENNESSPREAMBLE

Lab 1$' ATTERBERG LIMIT TESTS ON COHESIVE SOIL

1$1 I!"4o0=".o!The physical state of a fine-grained soil at particular water content is known

as consistency. +onsistency or plasticity refers to the relative ease at which asoil can be deformed via rolling ( molding without breaking apart. )ependingon its water content, a soil may eEist in li%uid, plastic, semi-solid or solid state. 9 #wedish agriculturist, 9tterberg 1:11 set arbitrary limits for these divisionsin terms of water content.Fi%uid limit is defined as the water content at which soil, cut by a groove of standard dimensions, will flow together for a distance of 12.6 mm G in under a impact of 24 blows in a standard li%uid limit device 9#T= ) 18-:8,2///.0lastic limit is defined as the water content at which a silt or slay will >ustbegin to crumble when rolled into a thread approEimately .2 mm 1"8 in indiameter 9#T=) 18-:8, 2///.#hrinkage limit is defined as the water content at which any further reductionin water content will not result in a decrease in volume of the soil mass9#T= ) 26-:8 or ) :-:4, 2///.

1$% Obe".?e1. To determine the water content corresponding to the behavior change between the li%uid and the plastic state of a silt or clay.

2. To determine the water content corresponding to the behavior change between the plastic and the semi-solid state of a silt or clay.

1$& Lea4!.!/ O="o#e

y the end of this laboratory work, students should be able! 1. To record the masses of sample and"or container during the performance of the 9tterberg limit tests. 2. To calculate the moisture content, and determine the Fi%uid Fimit ( 0lastic Fimit thresholds of soil.

1. Theoretical ackground

0lastic limit is defined as the moisture content, in percent, at which the soilcrumbles, when rolled into threads of mm in diameter.

Fi%uid limit is the moisture content at the point of transition from plastic to to

li%uid state.

PROBLEMSTATEMENT

&hat are the inherent problems and assumptions that had to be made withregards to the sample, apparatus and procedures used that might affect theaccuracy and reliability of the results'

15



WAYSMEANS

AND &$1 A88a4a"=1 Te sieves of siHe 24 m and 2 mm ( a receivestfmver, wash boottle with disstilled waater, sharp knife, paleettes knife, airtight conntainer, glas plate, set ofss containers, weeighting balaance, cone penetromete ( brass cercup, +asagrrande li%uid limit appparatus ( groooving tool, etc.

#et of contaainers

&ash bottle with distilled water&w

&eighting balannce

)rying ovven

%e&$% P4oe0=4eCo Pe!e"4ao!ea".o! "e" 9LL.=.0 L.#." "e": 1. Take a saample of the soil of sufficient siHe to give a test specimen weoweight at least 14/ g which passed the p24m test ssieve. 2. Transfer the soil to a flat glas plate. 92oss9dd distilled water and miEd thoroughl with 2 palettes klyknives the mass beecomes a thick homogenneous paste..

. If necesssary add mo distilled water so that the first corecone penetrration reading is about 14 mm.sm . 0ush a poortion of the miEed soil i nto the cub with palette knife taking careg not to trap air.p 4. #trike off eEcess so with the straightedg to give a smooth level4ffoilege surface. 5. &ith the penetration cone loc5cked in the raised poeosition lower the supportin assembly so that the t of cone >u touches the surface soil.ngtipust 6. Fower the steam of the dial gau ge to contac the cone shaft and re6etctecord the readin of the dia gauge to th nearest / mm.ngalhe/.1 8. elease the cone a period 4 s J 1 s. If the a8tpapparatus is not fitted wi anith automatic release and locking decevice. :. ecord th difference between t:heethe beginnin and end of the drop coneng penetratioon. 1/. Fift out th cone and clean it careheefully to avoiid scratchingg. 11. 9dd little more distill water to the cub. =ake sure the difefference betwween setration is les than /.4 mm.first and second peness 12. Take a moisture content sample of about 1/ g from the area penetme/etrated by the cone. 1. epeat st 2 to 12 at least mo time.tepaore 1. The reading of the li%%uid limit shoould be arou 14 to / mm.und 1(



Caa/4a!0e "e" 9L.=.0 l.#." "e": 1. +lean the apparatus and ad>ust height of drop of the cup using ad>ustment screws. 2. Take about 14/ g soil sample, passing though /.24 mm sieve. . <orm uniform paste of the soil sample by miEing it with distilled water on glass plate. Feave the soil paste for some time to let the water permeate thoroughly. . <ill the cup half with the paste and make surface level using spatula. 4. +ut a K*L shape groove 2 mm wide at bottom, 11 mm at top, and mm deep along cup diameter using grooving tool. 5. Turn the handle of the apparatus at the rate of 2 revolutions per second. +ount the number of blows re%uired to cause the groove to close along a distance of about 1/ mm. 6. +ollect a soil sample for water content determination by miEing the spatula from one edge to the other edge of the soil cake at right angles to the groove. ecord the weight of sample and keep it in oven. 8. emove the remaining soil from the cup. +hange the consistency water content of the miE either by adding some water or leaving the soil paste to dry. :. epeat step for four times. The soil paste in this repetition should be

of such a consistency that numbers of revolution drop to close the groove are J 1/. It is always better to proceed from drier to the wetter condition of the soil. 1/. ecord dry weights of soil sample kept in oven after 2 hours.

Pla". L.#." "e" 1. Take a sample about 2/ g from the soil paste and place it on the miEing plate. 2. 9llow the soil to dry partially on the plate until it becomes plastic enough to be shape it into a ball. . =ould the ball of the soil between the fingers and roll it between the palms of the hand until the heat of the hands has dried. The soil sufficient for slight cracks to appear on its surface. . )evice the sample in two sub sample of about 1/ g each and carry out a separate determination on each portion. 4. )ivide into four more or less e%ual parts. 5. =ould the soil in the finger to e%ualiHe the distribution of moisture, then from the soil into the tread about 5 mm diameter between first finger and thumb of each hand. 6. oll the tread to reduce to about mm in 4 to 1/ complete, forward and backward movement of the hand. 8. =ould it between the fingers to dry it further. The first crumbling point is the plastic limit. :. eplace it to the container. )etermine the moisture content of the soil in

the container.

1)






Co!e Pe!e"4a".o! "e" 9L.=.0 L.#." "e": +ontainer no.=ass of container g


PLASTIC LIMITDETERMINATION


=ass of water g

=1

=2

=

=wA=2-=


=BI#TM +BNTNT D wA=w"=sE1//

+ontainer no.+one penetration mm Individual

9verage

LIUID LIMITDETERMINATION=ass of container g



=ass of water g

=1

=2

=

=wA=2-=



5/

4/

+one penetrationmm/

PENETRATIONCURVE

/

2/

1/ 1/ 2/ / /4/

=oisture content, w D5/ 6/ 8/

Pla".l.#.", PL 9:

L.=.0 l.#.", LL 9: Pla".."> .!0e7,PIQLLPL 9:

So.lla.2a".o!

1*



Caa/4a!0e "e" 9L.=.0 l.#." "e":

+ontainer no.=ass of container g


P L A S T IC L IM ITD E T E R M IN A TIO N


=ass of water g

=1

=2

=

=wA=2-=



+ontainer no.Number of blows=ass of container g


L I U ID L IM ITD E T E R M IN A TIO N


=ass of water g

=1

=2

=

=wA=2-=



8/

6/

=oisturecontent, wD

5/

P E N E T R A TIO N C U R V E

4/

/

/

2/

1/ 1

Pla".l.#.", PL 9:

L.=.0l.#.", LL 9:

1/ 241//No. of blows

Pla".."> .!0e7,PIQLLPL 9:

1///

So.lla.2a".o!

a. &hat are the recommendations that can be implemented to improve the accuracy and reliability of the resultsb. &hat are the classification of the soil based on both +one 0enetration and +asagrande tests' )iscuss the potential causes for the difference in soil classification between the two tests, if any. 9lso discuss the typical engineering characteristics of the soil.

1+



TITLELEVEL OFOOPENNEESSPREAMBBLE

La %$1 CONSTANT HEA TEST ON COARSEGRAINED SOILabADN

1$1 I!"4o0=".o!1 9 material e.g sand is to be permg.meable if it contains coontinuous vvoids.

ermeability is a property of permeasyable material that permit flow of li%ts%uids0ethrrough the voids. The flows of li%v%uid through soil eithe by lamina orherar turrbulent depeending on peermeability o soil and the head causofsing flow.

1$% Obe".?e%To determine coefficient of permeabiility of coarsoose-grained ssoils by connstanthead method.

1$& Lea4!.!/ O="o#e&Oy the end of this laborato work, stu dents should be able!ytory 1. To record the amount of water c.dcollected ove a specific duration of timeercf during the performanc of the conecenstant head test.

2. To calcula the coeff.ateficient of perrmeability for coarse-grarained soil.

1$' T6eo4e".a Ba@/4o='al=!0

@.A

6 6e4e

4/e#e D.6a4 8e4=!." ".# >@ Da4> oeJ.e!"o 8e4#eab.l."> =l.. H>04a= /4a0.e!" 4oal#aA To"al 4 e".o!a a4eao o.l #

8e48e!0.=la4 "o "6e 0..4e".o! o oo

PROBLEEMSTATEMMENT

&h are the inherent prohatoblems and assumption that had to be made withnsereggards to the sample, apepparatus and procedure used that might affec thedestctaccuracy and reliability of the results'r

WAYSMEANS

AND &$1 A88a4a"=1 0eemeameter complete with accessowories, de-aiired distilled water source,d stoopwatch, graaduated meaasuring cylinnder, thermoometer, etc.

0ermeameter with accessories0r )e-aire distilled wedwater sourcee

%



#topwatch#

%e&$% P4oe0=4e 1. +lean the mould an apply greendside the moould. ecor itsrdease on ins weight. 2. 0repare sample!s . Trim the sample to the siHe of mould from undisturbfmbed lump of soilf collected from the site. <it this saample into th mould. 9he9pply waE arround periphery of the samp mould to prevent leaypleoakage B. . 0repare statically comsmpacted remmolded speccimen of dessired density andy water conntent. B. 4. 0repare dynamically compacted remolded sdspecimen of desired defensity

and water content. 5. Trim of th eEcess so 0lace filt paper on top of soil sheoil.terspecimen an fiEnd perforated base plate to it.de 6. Turn the assembly upside down and remov compactunvetion plate or endr plug and collar, as th case ma be, place top perforaheayated plate on then top of soil specimen insert sealing gasket and fiE top cap properly.gdp 8. #aturate the sample. Mse vacuum desiccator facility if atmrsavailable. :. Take out specimen mmould when saturation is complete.n 1/. 0lace the mould in boeottom tank. 11. <ill the boottom tank with water up to its outletwpt. 12. +onnect out tube of constant head tank to the inle noHHle of theoetf permeammeter. emov all air bubvebbles from th system.he 1. 9d>ust hydraulic head ecord the head.d.e

1. #tart the stop watch, and the sam time put a beaker unmender the out oftlet the bottom tank.m 14. un the te for same convenient time interva ecord th time.estetal.he 15. =easure and record the %uantity of water colllected durin that time.tng 16. epeat th test two times more under the shetsame head a for the sandsame time interrval.

%1






Oydraulic headFength of sampleOydraulicgradient

h Fh"F

cmcm

)iameter of sample+ross sectional area ofsample

) 9

cm 2

cm

Time intervalPuantity of flow- Test no.- Individual- 9verage

tP

sec

mlml

+oefficient ofpermeability- Individual kA

PF cm"secth9

- 9verage cm"sec

Temperature +o

a. &hat are the recommendations that can be implemented to improve the accuracy and reliability of the results 'b. &hat is value for the coefficient of permeability of the soil' )iscuss on the drainage capability of the soil and its likely usage in the construction industry '

%%



TITLELEVEL OFOPENNESSPREAMBLE

Lab %$% FALLING HEAD TEST ON FINEGRAINED SOIL

1$1 I!"4o0=".o!0ermeability is defined as the capacity of a soil to allow water to pass through

and the coefficient of permeability is the flow velocity produced by a hydraulicgradient of unity.

The falling head test is used to determine the coefficient of permeability of fine-grained soils such as silts and clays. <or these types of soil, the rate of water flowing through them is too small to enable accurate measurementsusing constant head permeameter. The determination of k using the fallinghead test is govern by )arcyLs Faw which states that the flow velocity of proportional to the hydraulic gradient and derived as!

1$% Obe".?eTo determine the coefficient of permeability of fine-grained soils by falling

head method.

1$& Lea4!.!/ O="o#ey the end of this laboratory work, students should be able! 1. To record the duration of time re%uired for a column of water to fall during the performance of the falling head test. 2. To calculate the coefficient of permeability for coarse-grained soil.

1$' T6eo4e".al Ba@/4o=!0

6%

@Q A9" % " 1 :

6e4e

6aLl!9 1

:

a C4o e".o!al a4ea o "6e "a!08.8e

A C4o e".o!al a4ea o "6e a#8le

L Le!/"6 o "6e a#8le61 I!.".al 6e./6" o "6e "a!08.8e

6 F.!al 6e./6" o "6e "a!08.8e

"1 I!.".al ".#e beo4e "6e "a4" o "6e "e"

"%

F.!al ".#e beo4e "6e e!0 o "6e "e"

PROBLEMSTATEMENT

0ermeability of soil is an important soil parameters used in the design of geotechnical structures. 9s a group you are given a set of samples to test todetermine the permeability parameter using a falling head test apparatus.

The group must carry out the test following the procedures outline andsubse%uently analyse the data and present it in a proper technical format.

%&



WAYSMEANS

AND &$1 A88a4a"=1 0eemeameter complete with accesswsories, de-aired distilled water sodource, stoopwatch, graaduated meaasuring cylinnder, thermoometer, etc.

urce&ater sou

<alling head permeam<meter withhsttandpipes ( other accesssories

#topwatch

++ompaction mould

%e&$% P4oe0=4e 1. Take a M1// sample or from a core-cutter tube and tri the samp toMeimple assure th both surfa is flat an smooth.hatacend 2. 0lace the soil sample fully into a triaEial cell o top of a p2eeonporous stone ande again place a porous stone on to of the soil sample.sop . 0lace the whole set up in a bueucket partially submerge in water. Theed. sample should be ensncased in th triaEial c to make sure that n airhecellno bubbles are entrappe in the soill sample.aed . =easure the length, F and the diameter, ) of the sam)mple. ecor therd diameter, d of the sta,andpipe used in the test.d. 4. +onnect the standpip to the sam4pemple. The coonnection of the standpi tofipe the samp should be intact to make sure that the prplebresence of air is minimiHedd. 5. Bpen the valve and fill the wate into the s5eerstandpipe to a marked initialo height of the standpip ecord t initial reape.theading for heiight, h1 and time, t1 before the commenncement of t test.the 6. +lose the valve and start the test by observin the flow o water and time6estngofd

of the redduction. Bnc the flow of water reaches the final height mcemark, stop the time and reecord the fi nal reading for height, h2 and tim t2me, simultaneeously. 8. ecord the temper8trature at th time of the test and obtain thehefn temperatuure correction from Taable 1 for kT and k2/. +ompute thee average value of k by repeating the above pvyprocedure. T correctio forTheon the effect of temperatttures is give by!en

%'



@ " Q " @ %

6e4e @ " Val=e o @ oo44e8o!0.!/ "o a "ee#8e4a"=4e o @

@ % Val=e o @ oo44e8o!0.!/ "o a "ee#8e4a"=4e o %C

" Te#8e4a"=4e o44e".o! oeJ.e "e!

RESULTTS ./ Re=l", A!al>. a!0 Co!l=.o/Ao!

Th group is rehee%uired to submit the te chnical repo of the labortboratory resuultshigghlighting the data ac%uisition proceeess, analysis carried out and thesrellevancy of th set-out ouheutput to achiieve the ob>eective.

Th report must incorpora the result in the form below and answer theheatetsmdefollowing %uesstions!

SO SAMPLE DATAOIL)iaameter of sample)+rooss-sectional area of sa 9

cm

cm2

Fen of samplength=a of dry sampleass=ooisture content of sampleulk density of sampleSTTANDPIPE DATA#taandpipe no.)iaameterd cm

9reeaa cm2

F=s

wQ

cm gD

=g"cm

Te"No$

S"a!08.8e a No$

#%

61

#

I!0.?.0=al "1"%"&

# e e e

6% A?e4a/e " e

A L@Q

#% #

61aL

l!9:

6%A" #;e

Bv average coefficient of permeability of soil samkverallomple,

ccm"sec

a. &hat are the recoaommendatio ns that can be implemeented to improve the acccuracy and reliability of t resultsrtheb. &hat is value for the coefficien of permeasntability of the soil' )iscuss one the drrainage cappability of tthe soil an its likely usage in thendyn construuction industtry.

%5



TITLE

LEVEL OFOPENNESSPREAMBLE

Lab &$1 D.4e" S6ea4 Bo7 Te" o! Co6e.o!le So.l

1

1$1 I!"4o0=".o!The shear strength of a soil is its maEimum resistance to shearing stresses. Itis usually considered to be e%ual to the shear stress at failure on the failureplane. The shear strength of soil mainly consists of the resistance due tointerlocking of particle and friction between individual particles at their contactpoint i.e. internal friction and the resistance due to inter particle forces whichtend to hold the particles together in a soil mass, what so called cohesion.

1$% Obe".?eTo determine the shear strength of soil using direct shear or shear boE

apparatus.

1$& Lea4!.!/ O="o#ey the end of this laboratory work, students should be able! 1. To record the normal ( shear loads, and deformation of soil. 2. To plot the shear load vs. deformation, and determine the shear load at failure. . To plot the +oulomb failure envelope, and determine the cohesion ( internal friction angle of soil.

1$' T6eo4e".al Ba@/4o=!0

The shear strength t of soil can be represented by coulombLs e%uation of! ! "a!

6e4e

! To"al !o4#al "4e o! a.l=4e 8la!e

Co6e.o!

A!/le o .!"e4!al 4.".o!

P4oble#S"a"e#e!"

#hear strength parameters are important soil parameters used in the designof geotechnical structures. 9s a group you are given a set of samples to testto determine the strength parameters using a shear boE apparatus.


TASK;ACTIVITIES;CASE STUDY

&$1 A88a4a"=TriaEial testing machine with accessories, triaEial cell, deformation dial gauge,proving ring, stopwatch, sampling tube, eEtractor ( trimmer, verniercallipers,weighting balance, etc.

%(



)irect shear apparatus with accessories #hear boE

&eighting balance

Foading weights

&$% P4oe0=4e 1. <ind the volume of the space assigned for sample in the shear boE, i.e. measure length and width of the shear boE and height from lower grid plate to mark for upper grid plate and calculate volume, *. 2. +alculate weight of the soil re%uired to obtain desired density of soil sample in the shear boE i.e. . . 0lace the grid plate on the base plate such that the serrations of grid plate are at right angles to the direction of the shear. Tighten the locking screws. . 0our the weighed sand carefully into the shear boE in two or three layers

and tamp each layer by the wooden piece to obtain the desired density. 4. 0lace upper grid plate on the soil with serrations of grid plate at right angles to the direction of shear. 5. 7eep the loading pad on the top grid plate. 6. +hoose a suitable strain rate and select the gear accordingly. 8. 0osition the loading frame on the top of loading pad. :. <iE the dial gauges to measure change in thickness and deformation of the specimen if re%uired. 1/. =ake sure that the proving ring to measure the shear force is in contact with the shear boE. 11. #et proving ring dial gauge and deformation dial gauge to Hero. 12. 9pply the re%uired normal stress depending on design re%uirements. 1. emove the locking screws. 1. aise upper half of the shear boE by about 1./mm above lower half for

free movement by turning spacing screws. 14. 9pply the shear force at the selected strain rate toll failure or until 2/ D of longitudinal displacement, whichever occurs earlier. 15. ecord the shear force reading proving ring reading longitudinal displacement and change in thickness of specimen, if re%uired until failure of the sample occurs. 16. emove the dial gauges, loading frame, loading pad etc and remove the sample from the shear boE. 18. epeat step to 15 on three more specimens with same initial

%)



condition but at different normal stresses applied.1:. 0lot the graph between shear and longitudinal displacement for each set of the test. Note the maEimum shear stress and corresponding longitudinal displacement. <inally plot a graph between normal stress and maEimum shear stress. The slope of the average line >oining above points with normal stress aEis, gives value of internal friction angle, R and the intercept on shear stress aEis gives value of cohesion, c.

Re=l"' Re=l", A!al>. a!0 Co!l=.o!

The group is re%uired to submit the technical report of the laboratory resultshighlighting the data ac%uisition process, analysis carried out and therelevancy of the set-out output to achieve the ob>ective. The format of thereport is left to the creativity discretion of the group.

The report must be submitted 6 days after the completion of the test.

%*



TITLE


Lab &$% U!o!2!e0 Co#84e.o! Te" 9UCT: o! Co6e.?e So.l

1

1$1 I!"4o0=".o!The unconfined compression test M+T is a type of the triaEial test in which acylindrical specimen is failed due to aEial compressive stress only, thus aswithout any lateral stress SASA/. This test is considered as an undrainedshear test assuming that there is no moisture loss from the specimen duringthe test.This test is used to determine the in-situ strength of fully or partially saturatedcohesive soils in the field and to study the decrease in shear strength due toremoulding. The failure occurs along the weakest portion of the sample andhence the test gives conservative shear strength value.

1$% Obe".?eTo determine shear strength of soil by conducting unconfined compressiontest.

1$& Lea4!.!/ O="o#ey the end of this laboratory work, students should be able! 1. To record the deviator force ( deformation of soil. 2. To plot the shear load vs. deformation, and determine the shear load at failure. &$ To plot the =ohr-+oulomb failure envelope, and determine the unconfined compressive strength ( undrained shear strength of soil.

1$' T6eo4e".al Ba@/4o=!0

<rom the ma>or principal stress! 1 & "a! % %= "a!

6e4e

<or & , the above e%uation reduces to!

= '5 = %

1 %= "a! %= "a! '5 =

%

<or pure cohesive soils, = ( "a! !

1 %=

The ma>or principal stress at failure in an unconfined compression test is

called the unconfined compressive strength, = of the soil!

1 =

= %=

The undrained shear strength of a saturated clay where, = , may be

eEpressed as!

= = %

%+



PROBLEMSTATEMENT

#hear strength parameters are important soil parameters used in the designof geotechnical structures. 9s a group you are given a set of samples to testto determine the strength parameters using an unconfined compression test.


WAYSMEANS

AND &$1 A88a4a"= TriaEial testing machine with accessories, triaEial cell, deformation dial gauge, proving ring, stopwatch, sampling tube, eEtractor ( trimmer, verniercallipers, weighting balance, etc.

TriaEial testing machine with accessories TriaEial cell

Mpper ( lower porous stones

&$% 1.

2...

4.

5.6.

8.:.1/.11.

12.

1.

#topwatch

P4oe0=4e0repare the cylindrical specimens, undisturbed, compacted or remoulded as per re%uirement, at pre-determined water content.=easure the dimensions of the specimen and record.ecord the weight of the specimen.7eep representative sample for water content determinations, i.e. recordthe weight of wet sample, keep it into the oven and take weight after 2hours when it becomes dry.0lace the specimen on the bottom plate of the loading device of thetesting machine. 9d>ust the upper plate to make contact with thespecimen.

<iE the deformation dial gauge in position.=ake sure that the proving ring is central and >ust in contact with theupper plate. 9d>ust deformation and proving ring dial to Hero.#et the strain rate of 1.4 mm"min. 9pply the aEial load with preset strain rate.ecord force and deformation reading at suitable intervals, preferably atcloser intervals during initial stages of the test.+ontinue the test until the specimen fail or 2/ D of aEial strain isreached.+arefully sketch the failure pattern of the specimen.

&



1. Take a sample from the failure Hone of the specimen for water content determinations, i.e. weight the wet sample, keep it after about 2 hours when it becomes dry into oven, obtain dry weight.14. epeat steps 2 to 1 for other sample at least three samples.

RESULTS'$ Re=l", A!al>. a!0 Co!l=.o!



&1



TITLE LAB &$& UNCONSOLIDATEDCOHESIVE SOIL

%

UNDRAINED 9UU: TRIAIAL ON

LEVEL OFOPENNESSPREAMBLE 1$1 I!"4o0=".o!

The shear strength of soil is its maEimum resistance to shearing stressesand represented by coulombLs e%uation of!

! "a!

6e4e ! To"al !o4#al "4e o! "6e a.l=4e 8la!e

Co6e.o!

A!/le o .!"e4!al 4.".o!In a triaEial compression test, a specimen of soil is sub>ected to three principalcompressive stresses at right angle to eagle other. The specimen is failed bychanging one of the stresses. The specimen used in triaEial test in cylindricalin shape and confining pressure is applied by a li%uid under pressure, whichcreates a condition where the intermediate and minor principal stress S and

S become e%ual to the confining pressure. In order to fail the specimen, thema>or principle stress S is applied aEially on top of the specimen. Therelationships between principle stresses at failure are obtained by using =ohr circle concept. In terms of total stress!

1 & "a! % %=

"a!

6e4e = '5 = %

&hen the stresses in a soil mass are in accordance with the above e%uations,the soil mass is considered in a state of plastic e%uilibrium.The difference bet ma>or and minor principal stresses in a triaEial test iscalled deviator stress . )eviator stress at failure is the compressive strengthof the specimen.<or calculation of stress at any state of test, it is assumed that any changes inlength and volume of specimen results in a uniform change in area over theentire length of the specimen. 9verage cross sectional area 9 at a particular strain is given by! A

A o

1 6e4e Ao I!.".al a?e4a/e a4ea o 4o e".o! o "6e 8e.#e! A7.al "4a.! L

Lo

L T6e 6a!/e .! 8e.#e! le!/"6 9##: Lo I!.".al le!/"6 o 8e.#e! 9##:

&%



De?.a"o4 "4e, P4o?.!/ 4.!/ 4ea0.!/ P4o?.!/ 4.!/ o!"a!" A

0lot deviator stress versus strain curve. 0eak of the plot gives ultimate stress.If a distinct peak does not eEist before 2/ D straining of the specimen, takestress corresponding to 2/ D strain calculate ma>or principal stress S1!

1 &

0lot =ohrLs circles for principal stress and obtain shear strength parameters.

1$% Obe".?eTo determine the shear strength of soil using triaEial shear apparatus.

1$& Lea4!.!/ O="o#ey the end of this laboratory work, students should be able! 1. To record the deviator force ( deformation of soil.

2. To plot the shear load vs. deformation, and determine the shear load at failure. . To plot the =ohr-+oulomb failure envelope, and determine the cohesion ( internal friction angle of soil. .

PROBLEMSTATEMENT

#hear strength parameters are important soil parameters used in the designof geotechnical structures. 9s a group you are given a set of samples to testto determine the strength parameters using an unconfined undrained triaEialtest.


&$1 A88a4a"= 9OPEN:

The group must identify the availability of the chosen apparatus in thelab before the right procedures can be identified.

&$%

WAYS MEANS

&$&

P4oe0=4e 9OPEN:

The group is re%uired to search for the relevant procedure to carry outthe test based on the available apparatus in your laboratory. Thedocument must be made ready for verification by the instructor duringthe laboratory activity.

Da"a A=..".o! 9OPEN:

9ll data collected and observed during the test must be tabulate inproper format for easy verification and presentation of the technicalreport

RESULTS' Re=l", A!al>. a!0 Co!l=.o!



&&



TITLE


Lab 5$1 <KR P4obe Te" o! I! S."= So.l

%

1$1 I!"4o0=".o!The supporting power of a soil or rock is referred to as its bearing capacity.The value of bearing capacity can also be determined by conducting tests onundisturbed sample in laboratory. ut it is very difficult and eEpensive tocollect undisturbed samples from cohesionless soils. The bearing capacity of cohesionless soils can be determined most economically by conduction in-situdynamic and static penetration tests. The most commonly used test in=alaysia is 7 probe test. This is a light dynamic test. The cone is driveninto the soil by a 4 kg hammer falling freely from a height of 28/ mm. thenumbers of blow re%uired for every //mm penetration of cone are noted andfrom which the allowable bearing is estimated using empirical relationship

between number of blows and allowable bearing capacity. The test is stoppedwhen the number of blows re%uired for //mm penetrations reach // blows.The 7 probe can be used up to 12./ m depth.

1$% Obe".?eTo determine allowable bearing capacity of the ground using 7 dynamiccone penetrometer.

1$& Lea4!.!/ O="o#ey the end of this laboratory work, students should be able! 1. To record the number of blows re%uired over every 1 foot penetration,

and plot the total depth of penetration versus the number of blows"foot. 2. To correlate the number of blows"foot with the safe bearing capacity of the soil, and recommend the founding depth ( design bearing capacity of shallow foundation.

PROBLEMSTATEMENT

earing capacity parameters are important soil parameters used in the designof geotechnical structures. 9s a group you are given a set of samples to testto determine the bearing capacity parameters using 7 0robe Test.


&$1 A88a4a"= 9OPEN:


&$% P4oe0=4e 9OPEN:

The group is re%uired to search for the relevant procedure to carry outthe test based on the available apparatus in your laboratory. Thedocument must be made ready for verification by the instructor duringthe laboratory activity.

&$& Da"a A=..".o! 9OPEN:

9ll data collected and observed during the test must be tabulate in

&'

WAYS MEANS



proper format for easy verification and presentation of the technicalreport



The report must be submitted 6 days after the completion of the test.efer to#166!1::/ 0art 6 +lause 8 ( other relevant soil engineering references.

&5



TITLE


Lab 5$% Va!e S6ea4 Te" o! Co6e.?e So.l

%

1$1 I!"4o0=".o!The measuring part of the instrument is a spiral-spring, maE tor%uetransmitted 8kgcm. &hen the handle is turned, the spring deforms and theupper part and the lower part of the instrument get a mutual angular displacement. The siHe of this displacement depends on the tor%ue which isnecessary to turn the vane. y means of a graduated scale the shear strengthof the clay is obtained.

The lower and upper halves of the instrument are connected by means of threads. The scale is also supplied with threads and follows the upper part of

the instruments by means of two lugs. The /-point is indicated by a line on theupper part. &hen tor%ue is applied, the scale-ring follows the upper part of the instrument and when failure is obtained, the scale-ring will remain in itsposition due to friction in the threads.

Three siHes of four-bladed vanes are used! 15 mm U 2 mm eEtramultiply readings with 2 2/ mm U / mm standard direct readings 24. mm U 4/.8 mm eEtra multiply reading with /.4

This makes it possible to measure shear strength of / to 25/, / to 1/ and /to 54 k0a respectively.

The area ratio of the vanes is 1, 15.4 and 2 D ratio of cross sectional areaof vane to the area to be sheared.The vane blades are soldered to a vane shaft which again is eEtended by oneor more /.4m /.:m long rods. The connection between the shaft-rods theinstrument is made by threads. To make the connection as straight aspossible, the rods have to be screwed tightly together and the threads are tobe cleaned.

The maEimum shear strength that can be measured with the inspection vanetester is 25/ k0a.9 force of about / to 4/ kN is re%uired to press the vanedown into the clay. The vane shaft is designed to take this force, but if eEtension rods are used, precautions against buckling are re%uired.

1$% Obe".?eTo measure the in situ undrained shear strength in clays primarily in trenchesand eEcavation at a depth not influenced by drying and eEcavation procedure.

1$& Lea4!.!/ O="o#ey the end of this laboratory work, students should be able! 1. To record the undrained cohesion readings from the graduated scales in both natural ( disturbed soil conditions. 2. To determine the sensitivity of the vane shear apparatus.

&(



PROBLEMSTATEMENT

In situ undrained shear strength is an important soil parameter used in thedesign of geotechnical structures. 9s a group you are given a set of apparatus to determine the in situ undrained shear strength using *ane #hear Test.


&$1 A88a4a"= 9OPEN:


&$% P4oe0=4e 9OPEN:

The group is re%uired to search for the relevant procedure to carry outthe test based on the available apparatus in your laboratory. Thedocument must be made ready for verification by the instructor during

the laboratory activity.

&$& Da"a A=..".o! 9OPEN:

9ll data collected and observed during the test must be tabulate inproper format for easy verification and presentation of the technicalreport

WAYS MEANS



The report must be submitted 6 days after the completion of the test.efer to#166!1::/ 0art 6 +lause 8 ( other relevant soil engineering references.

&)



TITLE


Co!"4=".o! o S8o4" Co#8le7 U.TM P=la= P.!a!/

&

1$1 I!"4o0=".o!

This open-ended laboratory is prepared to assess studentsL ability operatingwithin cooperative intra-group environment in solving practical civilengineering problem specifically involving soil investigation #.I. works. Theproblem encompasses issues relating to soil type determination ( drainagecapability, backfill ( sub-grade compaction, and soft ground settlement. The#.I. works involve planning, site preparation, sampling, testing, analyHing (recommending appropriate soil design parameter, which form indispensablecomplement to the structural design ( implementation processes.

1$% Obe".?e 1. To identify specific engineering problems relating to sport compleE construction over soft ground.

2. To determine comprehensive #.I. program aimed towards solving the said problem.

1$& Lea4!.!/ O="o#ey the end of this laboratory work, students should be able! 1. To identify engineering problems relating to sport compleE construction over soft ground, which involves among others soil type determination ( drainage capability, backfill ( sub-grade compaction, and soft ground settlement. 2. To collect representative samples, and conduct laboratory ( field testing. . To analysiHe the data ( obtain results relating to the classification and compressibility of soil, and recommend valid design parameter.

PROBLEMSTATEMENT

9 sport compleE is to be constructed at site which is located opposite 0usatIslam, MiT= 0enang campus. The underlying soil is found to be of 0enangmarine clay and the area is susceptible to flooding due to its low-lyingtopography formerly made of a paddy field. <urthermore any superimposedload might result in large consolidation settlement. +onse%uently, a feetresidual soil shall be placed on top of the clay formation to raise the platformlevel.

In the construction, four problems have been foreseen with regards to thematerials used as given below! 1. #uitability of the residual soils as a back fill material.

2. elative compaction for the raised platform. . + values for the sub-grade to be used in the design of the fleEible pavement. . Total consolidated settlement eEpected at the site.

ach group will be assigned to collect representative samples of the soils tobe used i.e. residual soil and undisturbed clay from the site for laboratorytesting from a makeshift construction or any real construction work which

&*



utiliHed e%uivalent materials. The group is also re%uired to design andconduct related laboratory eEperiments for the purpose of obtaining relevantsoil parameters which would address the four problems mentioned above.The eEperiments should be conducted in succession in consecutive weeks,inclusive of all of the preparatory works. Throughout the activities areconducted, a practical test will be used to assess the works conducted byeach group.

<ollowing that, the group will be re%uired to prepare a technical soilinvestigation report highlighting the entire investigative process includingdesign recommendations.

WAYSMEANS

ef. #tandard 0rocedure ! # 166, 1::/ Testing of soils in civil engineering, 0art 2 +lause :, 0art +lause ( , 0art 4 +lause (0art : +lause 2 ( . rief 0rocedure of work to be written by each group.

<ormat for data ac%uisition to be prepared by the group. The process of allthe eEperiment activities and data ac%uisition must be recorded clearly

RESULTS Technical data, analysis, video tape and report to be submitted by eachgroup.

Documents

Lab Manual Ceg551 Word