MINI PROJECT Introduction Procedure

8/17/2019 MINI PROJECT Introduction Procedure

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TITLE Road Construction Project for New Expressway in Pasir Gudang

INTRODUCTION

The need for an open-ended laboratory activity is emphasized in enhancing independent learning

activities and inculcating creativity and innovation of the students.

The dry density of the compacted soil or pavement material is a common measure of the

compaction achieved during the construction. Knowing the field density and field moisture

content, so the dry density is calculated. Therefore, the field density test is importance as a field

control test for the compaction of soil or any other pavement layer.

Besides for Soil compaction which is a vital part of the construction process. It is used for

support of structural entities such as building foundations, roadways, walways, and earth

retaining structures to name a few. !or a given soil type certain properties may deem it more or

less desirable to perform ade"uately for a particular circumstance. In general, the preselected soil

should have ade"uate strength, be relatively incompressible so that future settlement is not

significant, be stable against volume change as water content or other factors vary, be durable

and safe against deterioration, and possess proper permeability.

#eanwhile for $alifornia bearing ratio %$B&' is a penetration test for evaluation of the

mechanical strength of natural ground, subgrades and base course beneath new carriageway

construction. It was developed by the $alifornia (epartment of Transportation before )orld )ar

II. The basic site test is performed by measuring the pressure re"uired to penetrate soil or

aggregate with a plunger of standard area. The measured pressure is then divided by the pressure

re"uired to achieve an e"ual penetration on a standard crushed roc material.

O!ECTI"E#

The ob*ectives of conducting this mini pro*ect is +-

• To determine the field density of soil at a given location by sand replacement method.

• (etermine the maimum dry density at the optimum moisture content under laboratory

condition.





the volume of pit, the density of soil is calculated. Therefore, in this eperiment there are two

stages, namely

• $alibration of sand density

• #easurement of soil density

7 hole of specified dimensions is ecavated in the ground. The mass of the ecavated soil is

determined.

The volume of the hole is determined by filling it with clean, uniform sand whose dry density

% ' is determined separately by calibration. The volume of the hole is e"ual to the mass of the

sand filled in the hole divided by its dry density.

The dry density of the ecavated soil is determined as

)here #8 mass of the ecavated soil,

98 volume of the hole and

w8 water content.

#T%ND%RD PROCTOR CO$P%CTION TE#T

The test consists of compacting the soil or aggregate to be tested into a standard mould using a

standardized compactive energy at several different levels of moisture content. The maimum

dry density and optimum moisture content is determined from the results of the test.

Soil in place is tested for in-place dry bul density, and the result is divided by the maimum

dry density to obtain a relative compaction for the soil in place.





controlled moisture and density conditions. The test yields bearing ratio number that is

applicable for the state of crushed aggregatesoil as tested. The $B& is obtained as the ratio of

the unit stress re"uired of effect a certain depth of penetration of the piston %<=>? mm' into a

compacted specimen of crushed aggregatesoil at some water content and density to the standard

unit stress re"uired to obtain the same depth of penetration on a standard sample of crushed

stone. Thus.

CR , *Test unit stress 1#tandard unit stress+ x -//

The $B& is usually base on the load ratio for the penetration of @-?mm. If the $B& value at

the penetration of ?.A mm is larger, the test should be repeated. If a second test yields a larger

value of $B& at ?.A mm penetration then this larger value should be adopted. The $B& tests are

usually made on test specimens at optimum moisture content %6#$' for the crushed

aggregatesoil as determined from modified compaction test.

%PP%R%TU#

#and Rep5ace6ent $et7od

<. Sand 1ouring cylinder

@. $alibrating container, <AAmm diameter and <?Amm height

>. Soil cutting and ecavating tools.C. 4lass plate , C?AmmD, =mm thic.

?. #etal container to collect ecavated soil.

E. #etal tray, >AAmmD and CAmm deep with a hole of <AAmm in diameter at the center.F. )eighing balance

G. #oisture content cans=. 6ven<A. (esiccator



#tandard Proctor Co6paction Test

<. @.? g hammer and mould

@. Scraper tool



>. Straight 3dge

C. Sample 3truder ?. Soil Sample, Scoop, #etal Tray and basin.

E. <G.> mm and EAA um sieve pans



F. )eight balance

C%LI)ORNI% E%RING R%TIO *CR+



<. 7utomatic $ompaction #achine

'( $ompaction mould e"uipment.

>. The digital $alifornia Bearing &atio %$B&' Test device.



PROCEDURE

#and Rep5ace6ent $et7od Procedure

#tage8- *Ca5i0ration of #and Density+

<. The internal dimensions %diameter, d and height, h' of the calibrating can

measured and computed its internal volume, 9c 8 Hd@hC.

@. The sand pouring cylinder %S1$' was filled with sand with < cm top clearance

%to avoid any spillover during operation' and its weight was found %)<'

>. The S1$ was placed on a glass plate, the slit above the cone was opened by

operating the valve and allowed the 6ttawa sand to run down. The sand will

freely run down till it fills the conical portion. )hen there is no further

downward movement of sand in the S1$, close the slit.

C. The weight of the S1$ along with the sand remaining after filling the cone %)@'

was measured

?. The S1$ was placed concentrically on top of the calibrating can. The slit was



opened to allow the sand to run down until the sand flow stop by itself. This

operation will fill the calibrating can and the conical portion of the S1$. 2ow

the slit was closed and the weight of the S1$ with the remaining sand was

measured %)>'

#tage 8' *$easure6ent of #oi5 Density+

<. $leaned and leveled the ground surface where the field density is to be determined.

@. The tray was placed with a central hole over the portion of the soil to be tested.

>. 7 pit was ecavated into the ground, through the hole in the plate, approimately <?



cm deep %same as the height of the calibrating can'. The hole in the tray will guide the

diameter of the pit to be made in the ground.

C. The ecavated soil was collected into the tray and weighed the soil %)'

?. The moisture content of the ecavated soil was determined.

E. The S1$ was placed, with sand having the latest weight of )>, over the pit so that the

base of the cylinder covers the pit concentrically.

F. The slit of the S1$ was opened and allowed the sand to run into the pit freely, till

there was no downward movement of sand level in the S1$ and then the slit was

closed.

G. The weight of the S1$ with the remaining sand was measured %)C'



#tandard Proctor Co6paction Test Procedure

-( The soil was sieved with <G.> mm and EAA um sieve pans@. @. ? g sieved soil was taen.

>. The sieved soil was left in the oven for one day.

C. The sieved soil was taen from oven to commence the standard proctor compaction

test.

?. The mass of mould and the inner volume of mould were recorded.

E. The desired moisture content was measured and poured into the sample.

F. The water and soil were mied together until it is homogenous.

G. The soil was taen into the mould and compacted by @.? g hammer.

=. Step F was taen > times for interval of <> volume of soil was taen into the mould.

<A. The mass of compacted soil and mould were recorded.

<<. Then the sample was taen on sample etruder in order to lift up the sample from its

mould.

<@. 7fter that, the lifted sample was mied again with remaining soil in the metal tray.

<>. The net moisture content was added into the soil.

<C. These steps were taen until C moisture contents were attained.

<?. 4raph dry density and moisture content was plotted to determine optimum moisture



content.

Ca5ifornia earing Ratio *CR+ Test

1. Take 5kg of the soil then crushed it by using hammer.2. The volume of water was measured by taking 15% of the mass of

soil which is 750ml. Then the sand was mixed with water until it

homogenous.. !oil was "lled into the mould before com#acted in the automatic

com#action machine.$. ith the interval of 1& volume of soil was "lled in the mould and

com#acted for '2 times for each interval until it full "lled.5. (fter the com#action #rocess has ended) the soil in the mould

now was taken o* from the machine

'. .The mould was setu# on +alifornia ,earing -atio device.

7. The !tart/ button was #ressed in the com#uter to run the test.. The data was observed by the com#uter and waited until it

reached its failure.. The "nal data was taken in the com#uter after the test has

ended.10. The mould was dissembled and the soil was lifted u# by sam#le

extruder.11. The observation was taken.



%N%L9#I# O) D%T%

DI#CU##ION

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MINI PROJECT Introduction Procedure