conditions and features in an area of proposed
construction that may influence the design and
construction and address expected post construction
problems.
pembangunan yang dapat mempengaruhi desain
dan proses konstruksi serta memberikan indikasi
masalah-masalah pasca konstruksi.
the subsurface conditions such as:
Soil and rock profile
Position and variation of ground water table
Physical properties of soil and rock
#ontamination! if any
 
Selection of borrow areas for embankments.
&eed for any suitable soil improvements.
'e(uirement of any surface or subsurface
drainage.
route for highways with respect to soil conditions.
Selecting areas )better soil* for engineering
structures where there is flexibility in relocating
the structure thus reali+ing considerable savings in
foundation costs.
structures.
remedial works.
design of remedial works.
ow cost cost effective
Simple visual examination of soil at the
surface or from shallow test pits.
Detailed study of soil and groundwater to a
reasonable depth )influence +one* by
sampling from bore holes! shafts and audits
and in-situ and laboratory tests.
 
Initial stage: Desk Study Desk study of available data Site visit and visual assessment Preliminary report and eldwork plan
!ain stage: Site Investigation "ieldwork  Topographycal mapping if necessary  Trial pits, trenches and boreholes, eld soil tests #eophysical survey if appropriate
$ab testing, mainly of soils "inal %eport
%eview stage !onitoring during e&cavation and construction
 
 
!ining %ecords
-cological Survey
People 011 )ps, (onstruction Sta2, $ocal %esidents3
 
 
Initial stage: Desk Study Desk study of available data Site visit and visual assessment Preliminary report and eldwork plan
!ain stage: Site Investigation "ieldwork Topograp#!cal mapping i necessar! Trial pits$ trenc#es an %ore#oles$ fel soil tests
#eophysical survey if appropriate
%eview stage !onitoring during e&cavation and construction
 
 
he methods to determine the sequence,
thickness and lateral extent of the soil
strata and! where appropriate the level of
bedrock.
Test Pits 
o he excavation of test pits is a simple and reliable
method.
o he in-situ conditions are examined visually
o It is easy to obtain disturbed and undisturbed
samples
o /lock samples can be cut by hand tools and tube
 
&
'


Walls of the test pit indicate four layers (1) Clayey silt
(2) Sandy silt () Clean sand (!) Sandy "ra#el
 
/oring is re(uired for the following:
7o obtain representative soil and rock samples for laboratory tests.
7o identify the groundwater conditions.
7Performance of in-situ tests to assess appropriate soil
characteristics.
Some of the common types of boring are as follows
&u"er 'orin"
Wash 'orin"
Percussion 'orin"
otary drillin"
9= 86
 %uger /oring
,and %uger 
It is the simplest method of boring used for small pro$ects in soft cohesive soils.
3or hard soil and soil containing gravels boring with hand auger becomes
difficult.
,and-augered holes can be made upto about 89m depth! although depth
greater than about -;9m is usually not practical.
he length of the auger blade varies from 9.<-9.6m.
he auger is rotated until it is full of soil! then it is withdrawn to remove the soil
and the soil type present at various depths is noted.
'epeated with drawl of auger for soil removal makes boring difficult below -
;9m depth.
he soil samples collected in this manner are disturbed samples and can be
used for classification test. %uger boring may not be possible in very soft clay or
coarse sand because the hole tends to collapse when auger is removed
and &u"er *echanical &u"er 
c. Iwan )posthole* %uger 
0echanical %uger  0echanical %uger means power operated augers. he power
re(uired to rotate the auger depends on the type and si+e of
auger and the type of soil.
Downwards pressure can be applied hydraulically! mechanically
or by dead weight
c d
a. Continuous Flight Auger b. Hallow-stem auger plugged during advancing bore
 
97 28
he diameter of the flight auger usually is between =6 to <99mm! although
diameters up to ;m and bucket augers up to8m are available.
/orehole depths up to 69m are possible with continuous-flight augers.
he most common method is to use continuous flight augers. #ontinuous flight
augers can be solid stem or hollow stem with internal diameter of =6-;69mm.
,ollow stem augers are used when undisturbed samples are re(uired. Plug is
withdrawn and sampler is lowered down and driven in to the soil below the auger.
If bed rock is reached drilling can also take place through the hollow stem.
 %s the auger acts as a casing it can be used in sand below water table. he
possibility of rising sand in to the stem by hydrostatic pressure can be avoided by
 
98
 The soil rises to the surface along the helical blades, obviating the necessity of withdrawal.
 They are not suitable for soil bore that re?uire casing, which demand removal of auger for driving the casing.
 The presence of cobbles and boulders create problems with small@siAed augers.
 
Wash boring 
/ater with high pressure pumped through hallow boring rods is released from narrow holes in a chisel attach to the lower end of the rods.
 The soil is loosened and broken by the water  Cet and the up@down moment of the chisel.
 The soil particles are carried in suspension to the surface between the rock and the borehole sites.
 The rods are raised and drop for chopping action of the chisel by means of winch.
 
;5
 The accurate identication of soil strata is diBcult due to mi&ing of the material has they are carried to the surface.
 The method is unacceptable for obtaining soil samples.
It is only used for advancing the borehole to enable tube sample to be taken or eld test to be carried at the hole bottom.
 
ROTARY DRILLING
 The rig consists of a derrick, power unit, winch, pump and a drill head to apply high@speed rotary drive and downward thrust to the drilling rods.
Primarily intended for investigation in rock, but also used in soils.
 The drilling tool, 0cutting bit or a coring bit3 is attached to the lower end of hollow drilling rods
 The coring bit is &ed to the lower end of a core
/ater or drilling uid is pumped down the hollow rods and passes under pressure through narrow holes in the bit or barrel
 
;<
 The uid 0bentonite slurry3 also provides some support to the sides of the hole if no casing is used
.  There are two forms of rotary drilling, open@hole
drilling and core drilling.
)pen@ hole drilling, which is generally used in soils and weak rock, Cust for advancing the hole
 The drilling rods can then be removed to allow tube samples to be taken or in-situ tests to be carried out.
  In core drilling, which is used in rocks and hard
 
;=
 Advantages
   The advantage of rotary drilling in soils is that progress is much faster than with other investigation methods and disturbance of the soil below the borehole is slight.
Limitations
 
;>
digunakan untuk mengetahui stratigrafi dan karakteristik perlapisan
tanah adalah:
>$i penetrasi konus )#P dan #P->* atau sondir )Dutch cone*!
>$i dilatometer )D0*!
ainnya?.
<9 cm penetrasi!
)5* dapat dilakukan pada batuan lunak!
)6* alat tersedia di berbagai lokasi di Indonesia.
ekuran"an
kasar!
)<* perkiraan secara kasar untuk analisis!
)5* tidak dapat diterapkan pada lempung lunak dan lanau!
)6* perubahan dan ketidakpastian sangat dipengaruhi oleh tenaga yang
tidak standar.
#S B #orrection factor for sampling method
#' B #orrection factor for rod lenght
 
<;
Soil Consistenc!
,-SPT (onsistency 4@SPT *elative Densit!
. ' Sangat $unak 0ery
' 1 $unak 0Soft3 < G 5 *enggang (0oose)
1 2  Teguh 0"irm3 5 G ; Seang ("eium Dense)
2 1 &3 Haku 0Sti23 ; G = Paat (Dense)
&3 1 4 Sangat Haku 0ery
Sti23 =
54 Keras (6ar)  
 
 
ele'ihan CPT
)8* ekonomis dan produktif!
elektronik!
)6* cocok untuk tanah lunak.
ekuran"an CPT
drift dan bising )noise*!
)<* tidak diperoleh contoh tanah!
 
 
'eading 8 )kg@cm8* B total resistance
>nit skin friction)kg@cm8* B )'eading8-reading;* C ;9@);99 or ;69*
ocal friction)kg@cm* B 89Cunit skin friction
otal skin friction)kg@cm* B Σocal friction
3riction ratio B unit skin friction@conus resistance
 
 
==
 
=>
ele'ihan ui ST
)8* u$i dan peralatan sederhana!
)<* untuk u$i sensitivitas lempung di lapangan )St*!
)5* pengalaman penggunaan cukup banyak.
eru"ian ui ST
)8* membutuhkan waktu lama dan beker$anya lamban!
)<* data mentah Suv memerlukan koreksi empiris!
)5* dapat dipengaruhi lensa-lensa pasir dan pelipatan.
 
#handler! ; )0ata baling-baling persegi
#atatan:
 
 
><
GEOPHYSICAL METHOD
 %lthough boring and test pits provide definite results but they are time consuming and
expensive.
Subsurface conditions are known only at the bore or test pit location.
he subsurface conditions between the boring need to be interpolated or estimated.
"eophysical methods are more (uick and cheaper.
hey provide thorough coverage of the entire area.
he results of "eophysical testing however are less definitive and re(uire sub$ective
interpretation.
herefore both methods are important. In case geophysical testing in ma$or in scope! few
borings and sampling will be re(uired for accurate determination of soil properties.
If boring is ma$or in scope then few geophysical lines will be re(uired to know the
conditions in-between the borings.
 
1ndisturbed
 Time constraints
 
 
Initial stage: Desk Study Desk study of available data Site visit and visual assessment Preliminary report and eldwork plan
!ain stage: Site Investigation "ieldwork  Topographycal mapping if necessary  Trial pits, trenches and boreholes, eld soil tests #eophysical survey if appropriate
$ab testing, mainly of soils "inal %eport
%eview stage !onitoring during e&cavation and construction
 
 
Selection of Testing for SP-(I"I-%S
 
$aboratory Testing
 Testing by a laboratory accredited to IS) 569= is an essential part of soil and rock testing
 
$aboratory Testing
Soil and /ater testing %ock Testing (hemical Testing 0for e2ect on
construction materials3 (ontamination 0+nalytical3 Testing
 
 Types of $aboratory Tests
(lassication tests (hemical Tests (ompaction Tests Shear strength and tria&ial
tests (onsolidation Tests Permeability Tests Specialist Tests %ock Tests (ontamination Tests
 
Structuring the Test Schedule
Design data re?uired and for what purpose Identication of material characteristics Identication of contamination levels  Type of sample needed !inimum mass of sample !ultiple tests on samples
7
Point load strength 1nia&ial compressive strength and
modulus  Tria&ial strength Permeability
7
(hemical Tests
 To provide design parameters for civil engineering materials in the ground
p, sulphate, chloride, carbonate
Special testing 0eg SD53
!oisture condition value tests 0!(3
!a&imum*minimum density
Shear Strength and Tria&ial Tests
Shear Mo& $aboratory vane shear Nuick undrained tria&ial test 0total
stress3 (onsolidated undrained tria&ial test
0e2ective stress3 (onsolidated drained tria&ial test
0e2ective stress3 %ing shear for residual strength
7