Site Investigation

Foundation Engineering

CE 483

2

.

Site Investigations

Contents

–

Introduction

–

Program of site investigation

–

Planning

–

Implementation

–

Reporting

CE 483 - Foundation Engineering - 2. Site Investigation 2

Introduction



What is Site Investigation (SI)?



Why Site Investigation?



Objectives of Site Investigation


Introduction



What is site investigation (SI)?

The design of foundations of structures (such as buildings, bridges, and dams) generally requires information about:

• Structure

• Ground

Structure

Ground


Introduction



What is site investigation (SI)?

• Site investigation (SI) or soil exploration is the process of gathering

information, within practical limits, about the stratification (layers) and engineering properties of the soils underlying the proposed construction site.

• The principal engineering properties of interest are the strength, deformation, and permeability characteristics.

Drilling rig

Site Investigation

Structure

Ground

Layers

5

Introduction



Why site investigation (SI)?

• Many engineering failures could have been avoided if a proper site investigation had been carried out.

The site has a sinkhole

risk which might have been discovered in a proper site investigation

CE 483 - Foundation Engineering - 2. Site Investigation

Sinkhole

6

Introduction



Why site investigation (SI)?

• The success or failure of a foundation depends essentially on the reliability of the knowledge obtained from the site investigation.

Sophisticated theories alone will not give a safe and sound design.


Introduction



Objectives of site investigation

The knowledge about the ground of the proposed construction site is obtained by Site Investigation, and used to determine :

Effect of

Suitability: of site for

changes: How will the proposed construction? the design affect adjacent properties and the ground water?

Design parameters: such as strength, compressibility, permeability & other parameters used for geotechnical design

Type of design

solution: e.g. type of foundation: shallow or deep.

Geo-materials: available on site which can be reused?

Ground or Ground-water conditions: that would affect the design and construction? e.g. expansive soil, collapsible soil, high ground water…

8

Introduction



Objectives of site investigation

Effect of

Suitability: of site for

changes: How will the proposed construction? the design affect adjacent properties and the ground water?

Manage the

Type of design

solution: e.g. type of foundation: shallow or deep.

geotechnical risk

Design parameters: such as strength, compressibility, permeability & other parameters used for geotechnical design

Geo-materials: available on site which can be reused?

Ground or Ground-water conditions: that would affect the design and construction? e.g. expansive soil, collapsible soil, high ground water…


Program of site investigation



Before Site Investigation



The sequence of Site Investigation


Program



Before Site Investigation

• Site Investigation is usually carried out as part of Subsurface Exploratory program.

• Before conducting the Site Investigation, the program usually include: Desk

Study and Site Reconnaissance.

Site Reconnaissance

Visual inspection of the site.

Desk Study

Collect and review preliminary information about the site, and the structure to be built.


Program  Before Site Investigation

Desk Study

Collecting general information about the structure , from the architectural and structural design:

Information about the Structure

– Type, dimensions, and use of the structure, and any special architectural considerations.

– the load that will be transmitted by the superstructure to the foundation system

– the requirements of the local building code

(e.g. allowable settlement)

Structure

Ground



Desk Study

Collecting general information about the ground , from already existing data such as: geological maps, seismic maps, Ariel Photography,

Services records (Gas, Water, Electricity), Previous geoenvironmental or geotechnical reports, … etc. at or near site.

Information about the ground:

– the geological conditions of the ground (e.g. layers, Geological features, Ground water, Flood

& Earthquake risk in the area, ..) .

– the historical use of the site – if previously used as quarry, agricultural land, industrial unit with contamination issue, man-made fill/slope, etc.

Structure

Ground


Ariel Photograph taken for a site – shows a possible sinkhole


14



The Site Reconnaissance is normally in the form of a walk-over survey of the site.

What things do I need to look for?


Engineer during Site Visit

15



Important evidence to look for is:

1.

Stratification of soil: from deep cut, such as those made for the construction of nearby highway or other projects – if any.

2.

Slope: signs of slope instability include bent trees, shrinkage cracks on the ground and displaced fences or drains.

Stratification of soil Signs of slope instability

16



Important evidence to look for is:

3.

Structures: type of buildings in the area and the existence of any cracks in walls or other problems. You may need to ask local people.

Tipping settlement

(often without cracks)


Differential settlement

(with cracks)

Indication of possible groundrelated problem

17



Other important evidence to look for is:

4.

Mining: The presence of previous mining is often signs of subsidence and possibly disused mine shafts. Open cast mining is indicated by diverted streams replaced or removed fence/hedge lines.

5.

Hydrogeology: Wet marshy ground, springs or seepage, ponds or streams and Wells.

6.

Topography: possible existence of drainage ditches or abandoned debris or other man-made features.

7.

Vegetation: may indicate the type of soil.

8.

Access: It is essential that access to the site can be easily obtained.

Possible problems include low overhead cables and watercourses.


Program



The sequence of Site Investigation

• Soil exploration is a requirement for the design of foundations of any project.

• In large construction projects, 2 site investigations (SI) are carried out:

– Preliminary SI, followed by

– Detailed SI.

• Whether investigation is preliminary or detailed, there are three important phases:

planning, implementation and reporting.

Planning

Implementation

Reporting


Planning



Why planning



Depth of investigation



Spacing of boreholes

Planning

Implementation

Reporting

20 CE 483 - Foundation Engineering - 2. Site Investigation

Planning

 Why planning?

• How many borings do we need?

• How deep the borings should be?

The more the better, but what about the cost?


Planning

 Why planning?

Planning for site investigation is required to:

• Minimize cost of explorations and yet give reliable data.

• Decide on quantity and quality depending on type, size and importance of project and whether investigation is preliminary or detailed.

• Decide on minimum depth and spacing of exploration.

Borehole Spacing


Planning

 Depth of investigation

• In general, depth of investigation should be such that any/all strata that are likely to experience

settlement or failure due to loading.

• The estimated depths can be changed during the drilling operation, depending on the subsoil encountered.

• To determine the approximate minimum depth of boring, engineers may use the following rules:


Planning


Determination of the minimum depth of boring

1.

Determine the net increase of stress,

 under a foundation with depth as shown in the Figure.

2.

Estimate the variation of the vertical effective stress,



‘

0

, with depth.

3.

Determine the depth, D = D1, at which the stress increase



’ is equal to

( 1/10 ) q (q = estimated net stress on the foundation).

4.

Determine the depth, D = D2, at which



/



'

0

= 0.05

.

5.

Unless bedrock is encountered, the smaller of the two depths, D1 and D2, is the approximate minimum depth of boring required.

D q



’



0

’


Planning


Table shows the minimum depths of borings for buildings based on the preceding rule.

Number of Stories Building width

(m)

Depth of Boring

What do you notice about this table?


Planning

 Spacing of boreholes

• There are no strict rules for the spacing of the boreholes.

• The following table gives some general guidelines for borehole spacing.

• These spacing can be increased or decreased, depending on the subsoil condition.

• If various soil strata are more or less uniform and predictable, the number of boreholes can be reduced.

What do you notice about this table?

Type of project Spacing (m)

26

Implementation



Overview



Boring



Sampling



Testing


Planning

Implementation

Reporting

27

Implementation

 Overview

The implementation phase of site investigation usually includes three important aspects:

1 2 3

Boring Sampling Testing

Trial pits

Soil

Sampling

In-situ tests

Boreholes

Rock

Sampling

Laboratory tests


Implementation

 Boring

1

Boring

Trial pits

Boreholes

2

Sampling

Soil

Sampling

Rock

Sampling

3

Testing

In-situ tests

Laboratory tests


Implementation

Trial pits

 Boring

• Trial pits are shallow excavations - less than 6m deep.

• The trial pit is used extensively at the surface for block sampling and detection of services prior to borehole excavation.

• For safety ALL pits below a depth of 1.2m must

be supported.

Pick and shovel

Backhoe

Trial Pit

6m > depth

Depth

0-2m

2-4m

4-6m

Excavation Method

By Hand

Wheeled Back Hoe

Hydraulic Excavator


Implementation

Boreholes

 Boring

• Boreholes may be excavated by one of these methods:

1.

Auger Boring

2.

Wash Boring

3.

Rotary Drilling

4.

Percussion Drilling

Borehole

• The right choice of method depends on:

– Ground condition: presence of hard clay, gravel, rock.

– Ground-water condition: presence of high ground-water table (GWT).

– Depth of investigation

– Site access


Implementation

Boreholes

 Boring

1. Auger Boring

• This is the simplest of the methods. Hand operated or power driven augers may be used.

• Suitable in all soils above GWT but only in cohesive soil below GWT.

Hand operated augers

Power driven augers

Post hole auger Helical auger

32

Implementation

Boreholes

 Boring

2. Wash Boring

• A casing is driven with a drop hammer.

A hollow drill rod with chopping bit is inserted inside the casing.

• Soil is loosened and removed from the borehole using water or a drilling mud jetted under pressure.

• Wash boring is a very convenient method for soil exploration below the ground water table provided the soil is either sand, silt or clay. The method is not suitable if the soil is mixed with gravel or boulders.


Implementation

Boreholes

 Boring

3. Percussion Drilling

• In this method a heavy drilling bit is alternatively raised and dropped in such a manner that it powders the underlying materials which form a slurry with water and are removed as the boring advances.

• Possibly this is the only method for drilling in river deposits mixed with hard boulders of the quartzitic type.


Implementation

Boreholes

 Boring

4. Rotary Drilling

• In this method a rapidly retaining drilling bit (attached to a drilling rod) cut the soil and advance the borehole.

Movement transmitter

• When soil sample is needed the drilling rod is raised and

Rotary Head the drilling bit is replaced by a sampler.

• This method is suitable

Drilling rod for soil and rock.

Drilling bit


Implementation

 Sampling

1

Boring

Trial pits

Boreholes

2

Sampling

Soil

Sampling

Rock

Sampling

3

Testing

In-situ tests

Laboratory tests


Implementation  Sampling

Soil sampling

Samples from each type of soils are required for laboratory testing to determine the engineering properties of these soils.

Soil samples are recovered carefully, stored properly to prevent any change in physical properties, and transferred to laboratory for testing.

• Soil Sampling equipment?

• Disturbed vs Undisturbed?



Soil sampling

Soil Sampling equipment

There is a wide range of sampling methods such as Split-spoon, Thinwalled Tube. The choice of method depends on:

• the requirement of disturbed or undisturbed samples

• Type of soil discovered at site (Gravel, Sand, Silt, Clay)

Split-spoon Sampler

Soil Sample advancement

38


Soil sampling

Soil Sampling equipment

39


Soil sampling

Disturbed vs Undisturbed

• Two types of soil samples can be obtained during sampling: disturbed and undisturbed.

• The most important engineering properties required for foundation design are strength, compressibility, and permeability.

These tests require undisturbed samples.

• Disturbed samples can be used for determining other properties such as Moisture content, Classification

& Grain size analysis, Specific

Gravity, and Plasticity Limits.



Soil sampling


• It is nearly impossible to obtain a truly undisturbed sample of soil.

• The quality of an "undisturbed" sample varies widely between soil laboratories . So how is disturbance evaluated?

• Quality of samples is evaluated by calculating

Area Ration A

R

: soil

The thicker the wall of the sampling tube, the greater the disturbance. Good quality samples A

R

<10% .


Sampling tube

41


Soil sampling


• Samples collected in Split-spoon Sampler is usually classified as “disturbed”.

What is the Area Ration?

Area Ration A

R

= ----------------- =



Rock Sampling (Coring)

Rock samples are called “rock cores”, and they are necessary if the soundness of the rock is to be established.

• Core drilling equipment?

• Core recovery parameters?




Core drilling equipment

• Coring is done with either tungsten carbide or diamond core bits.

• Rock sampler is called “core

barrel” which usually has a single tube.

• Double or triple tube core barrel is used when sampling of weathered or fractured rock.

Core barrel

Drill rod

Inner barrel

Outer barrel

Rock core

Diamond Drill Bit

(a) (b)

Core barrel: (a) Single-tube; (b) double-tube

44




• Cores tend to break up inside the drill barrel, especially if the rock is soft or fissured.

• Core recovery parameters are used to describe the quality of core.

• Length of pieces of core are used to determine:

– Core Recovery Ratio (R r

)

– Rock Quality Designation (RQD)


Rock cores

45




• Assuming the following pieces for a given core run:

R r

Core recovery (lengths of intact pieces of core)

Recovery Ratio, R r

(Core run)

10

(Core run)

=

Rock Quality Designation, RQD

S

L i

L

100% ( L i

≥ 10 cm )

46



Core recovery parameters

• So Rock Quality Designation (RQD) is the percentage of rock cores that have length ≥ 10 cm over the total drill length (core run).

• RQD may indicate the degree of jointing or fracture in a rock mass. e.g.

High-quality rock has an RQD of more than 75%.

• RQD is used in rock mass classification systems and usually used in estimating support of rock tunnels.





Class Example

Work out R r and RQD for the following core recovery (intact pieces), assuming the core run (advance) is

150 cm.

What is the rock mass quality based on RQD?





Solution:

• Total core recovery L = 125 cm

• Core recovery ratio:

R r

= 125/150 = 83%

• On modified basis (for pieces ≥ 10cm),

95 cm are counted, thus:

RQD = 95/150 = 63 %

L

• RQD = 50% - 75%  Rock mass quality is “Fair”


L = ?

?

S

L i

?

49

Implementation



Testing

1

Boring

Trial pits

Boreholes

2

Sampling

Soil

Sampling

Rock

Sampling

3

Testing

In-situ tests

Laboratory tests


Implementation

In-situ tests

 Testing

•

Introduction

•

Groundwater measurements

•

Standard Penetration Test (SPT)

•

Cone Penetration Test (CPT)

•

Plate Load Test (PLT)

•

Pressure-meter Test (PMT)

•

Flat Dilatometer Test (DMT)

•

Vane shear test (VST)

PLT

In Borehole

51

Implementation  Testing

Introduction

: In-situ tests

Definition:

• In-situ tests are carried out in the field with intrusive testing equipment.

• If non-intrusive method is required, then it is better to use geophysical methods which use geophysical waves – i.e. without excavating the ground.

Advantage of in-situ testing (against lab testing)

• It avoids the problems of sample recovery and disturbance

• some in-situ tests are easier to conduct than lab tests

• In-situ tests can offer more detailed site coverage than lab testing.

Testing standards

• American Society for Testing and Materials (ASTM)

• British Standard (BS)


Implementation  Testing : In-situ tests

Groundwater measurements

Why Groundwater:

• Groundwater conditions are fundamental factors in almost all geotechnical analyses and design studies.

Types of Groundwater measurements:

• Determination of groundwater levels (GWT) and pressures. Borehole instrumented with

Piezometer is used for this purpose.

• Measurement of the permeability of the subsurface materials, particularly if seepage analysis is required. The test called Pumping test.


Piezometer

Standpipe

Ground water level

53


Standard Penetration Test (SPT)

Definition

• This empirical test consists of driving a splitspoon sampler, with an outside diameter of 50 mm, into the soil at the base of a borehole.

• Drivage is accomplished by a trip hammer, weighing 65 kg, falling freely through a distance of 760 mm onto the drive head, which is fitted at the top of the rods.

• The split-spoon is driven three times for a distance of 152.4 mm (6 in) into the soil at the bottom of the borehole. The number of blows required to drive (only) the last two 152.4 mm are recorded. The blow count is referred to as the SPT-N.


Falling

Hammer

Drive head

152.4 mm (6 in) x 3 times

The first one does not count

760 mm

Slit spoon

54



Advantage

• Relatively quick, simple, reasonably cheap, and suitable for most soils.

• good correlation between SPT-N and soil properties.

• provides a representative soil sample for further testing.

Disadvantage

• SPT does not typically provide continuous data

• Limited applicability to soil containing cobbles and boulders.

• Samples obtained from the SPT are disturbed.

• SPT N blow require correction




Corrections for energy and equipment

• Corrections are normally applied to the SPT blow count (N) to account for:

– Energy loss : during the test (about only 60% of energy remains)

– Equipment differences : hammer, sampler, borehole diameter, rod

• The following equation is used to compensate for these factors:

60%

(usually 0.50-0.80)

(1.0-1.15)

(0.8-1.0)

(0.75-1.0)

Usually this correction is made by the Site Investigation operator.

56



Corrections for overburden pressure

• In granular soil (sand, gravel) the SPT blows are influenced by the effective overburden pressure at the test depth:

C

N

= overburden pressure correction factor

Many equations have been suggested for C

N book). For example:

– see Page 86, (Das’s text

57



Correlation between N and friction angle

• There are many equations suggested. The figure shows the correlation with the angle of shearing resistance of sand (according to Pecks, 1974).

Angle of shearing resistance f

’ (degree)

58



Class example

The following are the recorded numbers of SPT blows required for spoon penetration of three 152.4cm (6 in) in a sand deposit:

Depth from ground surface (m)

SPT blows (blow/ 6 in)

1.5

3, 4, 5

3

7, 9, 10

4.5

7, 12, 11

6 7.5

8, 13, 14 10, 14, 15

Note. Assume the above SPT blows are corrected for energy and equipment.

The ground water table (GWT) is located at a depth of 4.5m. The wet unit weight of sand above GWT is 18 kN/m 3 , and the saturated unit weight of sand below

GWT is 19.81 kN/m 3 .

• Draw a sketch of the foundation showing the given details of the soil.

• Determine the standard penetration number (SPT-N) at each depth.

• What is the corrected (SPT-N) value? (use Seed’s equation).

• Determine the friction angle at depth 4m below the footing. (Use Peck’s

Equation or Chart).

59



Solution

2

4 g

=18 kN/m 3 g sat

=19.8 kN/m 3

Z

Z, m SPT blow N

60



0

’ (kPa) C

N

N f

’

4+5=9 1.5x18 =27 0.27

1.7

15.3

35 o 1.5

3, 4, 5

3 7, 9, 10 9+10=19 54 0.54

23 4.5

7, 12, 11

6 8, 13, 14 ?

7.5

10, 14, 15

Only the last 2 sets of blows count

Corrected

60



Correlation between N and untrained shear strength

• The corrected SPT N blow can be approximately correlated to many important engineering properties of soil such as shear strength & compressibility.

• This equation shows the correlation with untrained shear strength Su (or Cu) of clay. (also with OCR = Over Consolidation Ratio).




Correlation between N and untrained shear strength

• The table shows the correlation corrected SPT-N with untrained shear strength Su (or Cu) of clay (according to Terzaghi et al. 1996)




Class Example the Figure shown below




Solution

Z, m

3

N

60

5



0

’ (kPa)

1.5x16.5+

1.5x(19-9.81) = 38.5

38.5+1.5x(16.5-

9.81) = 48.5

C u

(kPa)

100x0.29 x5 0.72 =92.3

129.6

4.5

6

7.5

9

9

10

8

8



0

’ (MPa)

38.5/1000=

0.0385

0.0485

C u -av

=

OCR

0.193x(5/

0.038) 0.689 = 5.5

OCR av

=

64



Correlation between N and Relative Density Dr

• correlation between N

60 and Relative Density of Granular Soil

General For Clean sand only




Correlation between N and Relative Density Dr


Very loose

Loose

Medium

Dense

66



Correlation between Modulus of Elasticity and Standard Penetration Number

• The modulus of elasticity of granular soils (E s

) is important parameter in estimation the elastic settlement of foundation.

• An approximate estimation for E s was given by Kulhawy and Mayne

(1990) as:

67


Cone Penetration Test (CPT)

Definition

• called also "Dutch cone test“ or “Static

Penetration test”.

• The test method consists of pushing an instrumented cone, with the tip facing down, into the ground at a slow controlled rate.

• Cone: 60 degree apex cone, Dia = 36 mm.

Measures

• Cone or Tip resistance

(q c

) or (q t

)

• Sleeve friction ( f s

)

• Water Pore pressure (u b

)

Friction Ratio, F r

=

• Other variables e.g. Shear wave velocity (v s

)

CE 483 - Foundation Engineering - 2. Site Investigation f s q c

Cone

Hydraulic push at rate 20 mm/s

Cone Rod

(36 mm dia.) f s q c or q t

68



Applications:

• Soil profile (stratigraphy): soil type identification

• Estimation of geotechnical parameters (strength, compressibility, permeability)

• Evaluation of groundwater conditions (pore pressure)

• Geo-environmental: distribution and composition

Clay & Sand of contaminants

CE 483 - Foundation Engineering - 2. Site Investigation Sample data 69



Soil Identification:

• Point resistance q c

– High in granular soil

– Low in cohesive soil

• Friction Ratio F r

– Low in granular soil

– High in cohesive soil

• However, the cone/tip (q c

) and sleeve (f s

) resistance increase with increasing overburden stress



0

• for accurate identification, normalization of q c

& f s by overburden stress is required.

Classification Chart (Robertson et al., 1983)

70



Advantages:

• Borehole is not necessary

• Almost continuous data (reading every 10mm)

• Elimination of operator error (automated)

• Reliable, repeatable test results

Disadvantages:

• Inability to penetrate through gravels and cobbles

• Newer technology = less populated database than SPT

• Lack of sampling




Correlation with shear strength

• In Sand: the drained friction angle (Ricceri et all’s. 2002)

• In Clay: undrained shear strength c u where: q c



’

0

= the cone (tip) (point) resistance

&



0

= effective and total overburden pressure, respectively

N

K

= Bearing factor depends on type of cone (varies from 11-20)

OCR = Over Consolidation Ratio




Class example: Correlation with shear strength

Use equation proposed by Ricceri et all’s. 2002.

73



Solution:

Depth, m q c

(MPa)

1.5

2.06

3

4.5

4.23

6.01

6

7.5

9.0

8.18

9.97

12.42



0

’ (kPa) q c

/



0

’

1.5 x 16 =24 2060 / 24 = 85.8

48 88.1

f

’ (Rad)

0.69

f

’ (deg)

0.69x180/ p

=40 o f

’ av

= f

’ av

=

Sf

’ / 6

Note. tan -1 is inverse tangent, the angle returned is in Radian.

74


Plate Load Test (PLT)

• Plate load test is a field test to determine the ultimate bearing capacity of soil.

• The test essentially consists in loading a rigid steel plate at the foundation level and determining the settlement corresponding to each load increments.

• The ultimate bearing capacity is then taken as the load at which the plate starts sinking at a rapid rate.

75


Laboratory tests



Laboratory tests

• Basic physical properties tests (Moisture content, Specific gravity, Soil Indexes, ..)

• Particle size test (sieving, Sedimentation)

• Direct shear box test

• Unconfined compression test

• Triaxial test

• Consolidation test

• Permeability test

• Other lab tests: Chemical test (pH, contamination,..)


Reporting



Preparation of Borehole



Site Investigation Report

Planning

Implementation

Reporting


Reporting

 Preparation of Boring Logs

Initial information: Name and address of the drilling company, Driller’s name, Job description and reference number, boring information

(number, type, and location of, and date of boring).

Example of a typical boring log


Reporting


Subsurface stratification: which can be obtained by visual observation of the soil brought out by auger, split-spoon sampler, and thin-walled Shelby tube sampler.

Groundwater: Elevation of water table and date observed, use of casing and mud losses, and so on


Reporting


In-situ tests: Standard penetration resistance and the depth of SPT

Samples: Number, type, and depth of soil sample collected; in case of rock coring, type of core barrel used and, for each run, the actual length of coring, length of core recovery, and

RQD.


Reporting


Class example

The following borehole is part of a site investigation (SI) carried out over a proposed location of a bridge.

Assess the subsoil conditions and ground-water conditions based on the borehole data. In particular write about:

• Soil layers: types, description, depth…

• Soil properties: shear strength properties -based on SPT.

• Ground water depth

82


Reporting

 Site Investigation Report

• When: After the completion of all of the field and laboratory work, a site investigation report is prepared.

• Why: for the use of the design office and for reference during future construction work.

• The report is also called soil exploration report or Geotechnical

Factual report.

What should be included in the site investigation report?


Reporting


The report should contain descriptions of the followings:

• Purpose & Scope of the investigation

• Site & Structure: site location, existing structures, drainage conditions, vegetation,… and information about the structure.

• Factual Details of field exploration: boreholes, samples, and testing.

For each type, quantities, method, tools should be presented.

• Geological setting of the site (variation of depth and thickness of layers as interpreted from the borings)

• Subsoil and water-table conditions, (soil parameters as interpreted from the testing results).

• Design analysis & recommendations: type of foundation, allowable bearing pressure, settlement estimation, and any special construction procedure; alternatives design solution.

• Conclusions and limitations of the investigations


Reporting


The following graphical presentations must be attached to the report:

1.

General map showing site location

2.

A plan view of the location of the borings with respect to the proposed structures and those nearby

3.

Boring logs (including in-situ tests results and samples)

4.

Laboratory test results

5.

Other graphical presentations (geotechnical cross section based on the boring logs, photos of the field work and soil samples,…)


Reporting


Geotechnical cross section based on the boring logs

87

Site Investigation

Foundation Engineering

Site Investigations

Contents

Introduction

Program of site investigation

Planning

Implementation

Reporting

Introduction

What is Site Investigation (SI)?

Why Site Investigation?

Objectives of Site Investigation

What is site investigation (SI)?

What is site investigation (SI)?