Design of pile foundation

Pile Foundation Design: A Student Guide
Ascalew Abebe & Dr Ian GN Smith
School of the Built Environment, Napier University, Edinburgh
(Note: This Student Guide is intended as just that - a guide for students of civil
engineering.
Use it as you see fit, but please note that there is no technical support available to
answer any questions about the guide!)

PURPOSE OF THE GUIDE
There are many texts on pile foundations. Generally, experience shows us that
undergraduates find most of these texts complicated and difficult to
understand.
This guide has extracted the main points and puts together the whole process of
pile foundation design in a student friendly manner.
The guide is presented in two versions: text-version (compendium from) and
this web-version that can be accessed via internet or intranet and can be used as
a supplementary self-assisting students guide.
STRUCTURE OF THE GUIDE
Introduction to pile foundations
Pile foundation design
Load on piles
Single pile design
Pile group design
Installation-test-and factor of safety
Pile installation methods
Test piles
Factors of safety
Chapter 1 Introduction to pile foundations
1.1 Pile foundations

1.2 Historical
1.3 Function of piles
1.4 Classification of piles
1.4.1 Classification of pile with respect to load transmission and functional behaviour
1.4.2 End bearing piles
1.4.3 Friction or cohesion piles
1.4.4 Cohesion piles
1.4.5 Friction piles
1.4.6 Combination of friction piles and cohesion piles
1.4.7 .Classification of pile with respect to type of material
1.4.8 Timber piles
1.4.9 Concrete pile
1.4.10 Driven and cast in place Concrete piles
1.4.11 Steel piles
1.4.12 Composite piles
1.4.13 Classification of pile with respect to effect on the soil
1.4.14 Driven piles
1.4.15 Bored piles
1.5 Aide to classification of piles
1.6 Advantages and disadvantages of different pile material
1.7 Classification of piles - Review
Chapter 2 Load on piles
2.1 Introduction
2.2 Pile arrangement
Chapter 3 Load Distribution
3.1 Pile foundations: vertical piles only
3.2 Pile foundations: vertical and raking piles
3.3 Symmetrically arranged vertical and raking piles
3.3.1 Example on installation error
Chapter 4 Load on Single Pile
4.1 Introduction
4.2 The behaviour of piles under load
4.3 Geotechnical design methods
4.3.1 The undrained load capacity (total stress approach)
4.3.2 Drained load capacity (effective stress approach)
4.3.3 Pile in sand
4.4 Dynamic approach
Chapter 5 Single Pile Design
5.1 End bearing piles
5.2 Friction piles
5.3 Cohesion piles
5.4 Steel piles
5.5 Concrete piles
5.5.1 Pre-cast concrete piles
5.6 Timber piles (wood piles)
5.6.1 Simplified method of predicting the bearing capacity of timber piles
Chapter 6 Design of Pile Group
6.1 Bearing capacity of pile groups
6.1.1 Pile group in cohesive soil
6.1.2 Pile groups in non-cohesive soil
6.1.3 Pile groups in sand
Chapter 7 Pile Spacing and Pile Arrangement

Chapter 8 Pile Installation Methods
8.1 Introduction
8.2 Pile driving methods (displacement piles)
8.2.1 Drop hammers
8.2.2 Diesel hammers
8.2.3 Pile driving by vibrating
8.3 Boring methods (non-displacement piles)
8.3.1 Continuous Flight Auger (CFA)
8.3.2 Underreaming
8.3.3 C.H.P
Chapter 9 Load Tests on Piles
9.1 Introduction
9.1.1 CRP (constant rate of penetration)
9.1.2 MLT, the maintained increment load test
Chapter 10 Limit State Design
10.1 Geotechnical category GC 1
10.3.1 Conditions classified as in Eurocode 7
10.4 The partial factors γ m, γ n, γ Rd
Introduction to pile foundations
Objectives: Texts dealing with geotechnical and ground engineering
techniques classify piles in a number of ways. The objective of this unit is that in
order to help the undergraduate student understand these classifications using
materials extracted from several sources, this chapter gives an introduction to
pile foundations.
1.1 Pile foundations
Pile foundations are the part of a structure used to carry and transfer the load of
the structure to the bearing ground located at some depth below ground
surface. The main components of the foundation are the pile cap and the piles.
Piles are long and slender members which transfer the load to deeper soil or
rock of high bearing capacity avoiding shallow soil of low bearing capacity The
main types of materials used for piles are Wood, steel and concrete. Piles made
from these materials are driven, drilled or jacked into the ground and connected
to pile caps. Depending upon type of soil, pile material and load transmitting
characteristic piles are classified accordingly. In the following chapter we learn
about, classifications, functions and pros and cons of piles.
1.2 Historical
Pile foundations have been used as load carrying and load transferring systems
for many years.

In the early days of civilisation[2], from the communication, defence or strategic
point of view villages and towns were situated near to rivers and lakes. It was
therefore important to strengthen the bearing ground with some form of piling.
Timber piles were driven in to the ground by hand or holes were dug and filled
with sand and stones.
In 1740 Christoffoer Polhem invented pile driving equipment which resembled to
days pile driving mechanism. Steel piles have been used since 1800 and
concrete piles since about 1900.
The industrial revolution brought about important changes to pile driving system
through the invention of steam and diesel driven machines.
More recently, the growing need for housing and construction has forced
authorities and development agencies to exploit lands with poor soil
characteristics. This has led to the development and improved piles and pile
driving systems. Today there are many advanced techniques of pile installation.
1.3 Function of piles
As with other types of foundations, the purpose of a pile foundations is:
to transmit a foundation load to a solid ground
to resist vertical, lateral and uplift load
A structure can be founded on piles if the soil immediately beneath its base
does not have adequate bearing capacity. If the results of site investigation
show that the shallow soil is unstable and weak or if the magnitude of the
estimated settlement is not acceptable a pile foundation may become
considered. Further, a cost estimate may indicate that a pile foundation may be
cheaper than any other compared ground improvement costs.
In the cases of heavy constructions, it is likely that the bearing capacity of the
shallow soil will not be satisfactory, and the construction should be built on
pile foundations. Piles can also be used in normal ground conditions to resist
horizontal loads. Piles are a convenient method of foundation for works over
water, such as jetties or bridge piers.
1.4 Classification of piles
1.4.1 Classification of pile with respect to load transmission and
functional behaviour
End bearing piles (point bearing piles)

Friction piles (cohesion piles )
Combination of friction and cohesion piles
1.4.2 End bearing piles
These piles transfer their load on to a firm stratum located at a considerable
depth below the base of the structure and they derive most of their carrying
capacity from the penetration resistance of the soil at the toe of the pile (see
figure 1.1). The pile behaves as an ordinary column and should be designed as
such. Even in weak soil a pile will not fail by buckling and this effect need only
be considered if part of the pile is unsupported, i.e. if it is in either air or water.
Load is transmitted to the soil through friction or cohesion. But sometimes, the
soil surrounding the pile may adhere to the surface of the pile and causes
"Negative Skin Friction" on the pile. This, sometimes have considerable effect
on the capacity of the pile. Negative skin friction is caused by the drainage of
the ground water and consolidation of the soil. The founding depth of the pile is
influenced by the results of the site investigate on and soil test.
1.4.3 Friction or cohesion piles
Carrying capacity is derived mainly from the adhesion or friction of the soil in
contact with the shaft of the pile (see fig 1.2).
Figure 1-1 End bearing piles Figure 1-2 Friction or cohesion pile
1.4.4 Cohesion piles
These piles transmit most of their load to the soil through skin friction. This
process of driving such piles close to each other in groups greatly reduces the
porosity and compressibility of the soil within and around the groups. Therefore
piles of this category are some times called compaction piles. During the
process of driving the pile into the ground, the soil becomes moulded and, as a
result loses some of its strength. Therefore the pile is not able to transfer the

exact amount of load which it is intended to immediately after it has been
driven. Usually, the soil regains some of its strength three to five months after it
has been driven.
1.4.5 Friction piles
These piles also transfer their load to the ground through skin friction. The
process of driving such piles does not compact the soil appreciably. These
types of pile foundations are commonly known as floating pile foundations.
1.4.6 Combination of friction piles and cohesion piles
An extension of the end bearing pile when the bearing stratum is not hard, such
as a firm clay. The pile is driven far enough into the lower material to develop
adequate frictional resistance. A farther variation of the end bearing pile is piles
with enlarged bearing areas. This is achieved by forcing a bulb of concrete into
the soft stratum immediately above the firm layer to give an enlarged base. A
similar effect is produced with bored piles by forming a large cone or bell at the
bottom with a special reaming tool. Bored piles which are provided with a bell
have a high tensile strength and can be used as tension piles (see fig.1-3)
Figure 1-3 under-reamed base
enlargement to a bore-and-cast-in-situ
pile
1.4.7 Classification of pile with respect to type of material
• Timber
• Concrete
• Steel
• Composite piles
1.4.8 Timber piles

Used from earliest record time and still used for permanent works in regions
where timber is plentiful. Timber is most suitable for long cohesion piling and
piling beneath embankments. The timber should be in a good condition and
should not have been attacked by insects. For timber piles of length less than
14 meters, the diameter of the tip should be greater than 150 mm. If the length
is greater than 18 meters a tip with a diameter of 125 mm is acceptable. It is
essential that the timber is driven in the right direction and should not be driven
into firm ground. As this can easily damage the pile. Keeping the timber below
the ground water level will protect the timber against decay and putrefaction. To
protect and strengthen the tip of the pile, timber piles can be provided with toe
cover. Pressure creosoting is the usual method of protecting timber piles.
1.4.9 Concrete pile
Pre cast concrete Piles or Pre fabricated concrete piles : Usually of square (see
fig 1-4 b), triangle, circle or octagonal section, they are produced in short length
in one metre intervals between 3 and 13 meters. They are pre-caste so that
they can be easily connected together in order to reach to the required length
(fig 1-4 a) . This will not decrease the design load capacity. Reinforcement is
necessary within the pile to help withstand both handling and driving stresses.
Pre stressed concrete piles are also used and are becoming more popular than
the ordinary pre cast as less reinforcement is required .
Figure 1-4 a) concrete pile connecting detail. b) squared pre-cast concert pile
The Hercules type of pile joint (Figure 1-5) is easily and accurately cast into the
pile and is quickly and safely joined on site. They are made to accurate
dimensional tolerances from high grade steels.

Figure 1-5 Hercules type of pile joint
1.4.10 Driven and cast in place Concrete piles
Two of the main types used in the UK are: West’s shell pile : Pre cast,
reinforced concrete tubes, about 1 m long, are threaded on to a steel mandrel
and driven into the ground after a concrete shoe has been placed at the front of
the shells. Once the shells have been driven to specified depth the mandrel is
withdrawn and reinforced concrete inserted in the core. Diameters vary from
325 to 600 mm.
Franki Pile: A steel tube is erected vertically over the place where the pile is to
be driven, and about a metre depth of gravel is placed at the end of the tube. A
drop hammer, 1500 to 4000kg mass, compacts the aggregate into a solid plug
which then penetrates the soil and takes the steel tube down with it. When the
required depth has been achieved the tube is raised slightly and the aggregate
broken out. Dry concrete is now added and hammered until a bulb is formed.
Reinforcement is placed in position and more dry concrete is placed and
rammed until the pile top comes up to ground level.
1.4.11 Steel piles

Steel piles: (figure 1.4) steel/ Iron piles are suitable for handling and driving in
long lengths. Their relatively small cross-sectional area combined with their high
strength makes penetration easier in firm soil. They can be easily cut off or
joined by welding. If the pile is driven into a soil with low pH value, then there is
a risk of corrosion, but risk of corrosion is not as great as one might think.
Although tar coating or cathodic protection can be employed in permanent
works.
It is common to allow for an amount of corrosion in design by simply over
dimensioning the cross-sectional area of the steel pile. In this way the corrosion
process can be prolonged up to 50 years. Normally the speed of corrosion is
0.2-0.5 mm/year and, in design, this value can be taken as 1mm/year
a) X- cross-
section
b) H - cross-
section
c) steel pipe
Figure 1-6 Steel piles cross-sections
1.4.12 Composite piles
Combination of different materials in the same of pile. As indicated earlier, part
of a timber pile which is installed above ground water could be vulnerable to
insect attack and decay. To avoid this, concrete or steel pile is used above the
ground water level, whilst wood pile is installed under the ground water level
(see figure 1.7).

Figure 1-7 Protecting timber piles from decay:
a) by pre-cast concrete upper section above water level.
b) by extending pile cap below water level
1.4.13 Classification of pile with respect to effect on the soil
A simplified division into driven or bored piles is often employed.
1.4.14 Driven piles
Driven piles are considered to be displacement piles. In the process of driving
the pile into the ground, soil is moved radially as the pile shaft enters the
ground. There may also be a component of movement of the soil in the vertical
direction.

Figure 1-8 driven piles
1.4.15 Bored piles
Bored piles(Replacement piles) are generally considered to be non-
displacement piles a void is formed by boring or excavation before piles is
produced. Piles can be produced by casting concrete in the void. Some soils
such as stiff clays are particularly amenable to the formation of piles in this way,
since the bore hole walls do not requires temporary support except cloth to the
ground surface. In unstable ground, such as gravel the ground requires
temporary support from casing or bentonite slurry. Alternatively the casing may
be permanent, but driven into a hole which is bored as casing is advanced. A
different technique, which is still essentially non-displacement, is to intrude, a
grout or a concrete from an auger which is rotated into the granular soil, and
hence produced a grouted column of soil.
There are three non-displacement methods: bored cast- in - place piles,
particularly pre-formed piles and grout or concrete intruded piles.
The following are replacement piles:
Augered
Cable percussion drilling
Large-diameter under-reamed
Types incorporating pre caste concrete unite
Drilled-in tubes

Mini piles
1.5 Aide to classification of piles
Figure 1-8. for a quick understanding of pile classification, a hierarchical
representation of pile types can be used. Also advantages and disadvantages
of different pile materials is given in section 1.6.

Figure 1-9 hierarchical representation of pile types
1.6 Advantages and disadvantages of different pile material

Wood piles
+ The piles are easy to handle
+ Relatively inexpensive where timber is plentiful.
+ Sections can be joined together and excess length easily removed.
-- The piles will rot above the ground water level. Have a limited bearing
capacity.
-- Can easily be damaged during driving by stones and boulders.
-- The piles are difficult to splice and are attacked by marine borers in salt
water.
Prefabricated concrete piles (reinforced) and pre stressed concrete piles.
(driven) affected by the ground water conditions.
+ Do not corrode or rot.
+ Are easy to splice. Relatively inexpensive.
+ The quality of the concrete can be checked before driving.
+ Stable in squeezing ground, for example, soft clays, silts and peats pile
material can be inspected before piling.
+ Can be re driven if affected by ground heave. Construction procedure
unaffected by ground water.
+ Can be driven in long lengths. Can be carried above ground level, for
example, through water for marine structures.
+ Can increase the relative density of a granular founding stratum.
-- Relatively difficult to cut.
-- Displacement, heave, and disturbance of the soil during driving.
-- Can be damaged during driving. Replacement piles may be required.
-- Sometimes problems with noise and vibration.
-- Cannot be driven with very large diameters or in condition of limited
headroom.

Driven and cast-in-place concrete piles
Permanently cased (casing left in the ground)
Temporarily cased or uncased (casing retrieved)
+ Can be inspected before casting can easily be cut or extended to the desired
length.
+ Relatively inexpensive.
+ Low noise level.
+ The piles can be cast before excavation.
+ Pile lengths are readily adjustable.
+ An enlarged base can be formed which can increase the relative density of a
granular founding stratum leading to much higher end bearing capacity.
+ Reinforcement is not determined by the effects of handling or driving stresses.
+ Can be driven with closed end so excluding the effects of GW
-- Heave of neighbouring ground surface, which could lead to re consolidation
and the development of negative skin friction forces on piles.
-- Displacement of nearby retaining walls. Lifting of previously driven piles,
where the penetration at the toe have been sufficient to resist upward
movements.
-- Tensile damage to unreinforced piles or piles consisting of green concrete,
where forces at the toe have been sufficient to resist upward movements.
-- Damage piles consisting of uncased or thinly cased green concrete due to the
lateral forces set up in the soil, for example, necking or waisting. Concrete
cannot be inspected after completion. Concrete may be weakened if artesian
flow pipes up shaft of piles when tube is withdrawn.
-- Light steel section or Precast concrete shells may be damaged or distorted by
hard driving.
-- Limitation in length owing to lifting forces required to withdraw casing, nose
vibration and ground displacement may a nuisance or may damage adjacent
structures.
-- Cannot be driven where headroom is limited.
-- Relatively expensive.

-- Time consuming. Cannot be used immediately after the installation.
-- Limited length.
Bored and cast in -place (non -displacement piles)
+ Length can be readily varied to suit varying ground conditions.
+ Soil removed in boring can be inspected and if necessary sampled or in- situ
test made.
+ Can be installed in very large diameters.
+ End enlargement up to two or three diameters are possible in clays.
+ Material of piles is not dependent on handling or driving conditions.
+ Can be installed in very long lengths.
+ Can be installed with out appreciable noise or vibrations.
+ Can be installed in conditions of very low headroom.
+ No risk of ground heave.
-- Susceptible to "waisting" or "necking" in squeezing ground.
-- Concrete is not placed under ideal conditions and cannot be subsequently
inspected.
-- Water under artesian pressure may pipe up pile shaft washing out cement.
-- Enlarged ends cannot be formed in cohesionless materials without special
techniques.
-- Cannot be readily extended above ground level especially in river and marine
structures.
-- Boring methods may loosen sandy or gravely soils requiring base grouting to
achieve economical base resistance.
-- Sinking piles may cause loss of ground I cohesion-less leading to settlement
of adjacent structures.
Steel piles (Rolled steel section)

+ The piles are easy to handle and can easily be cut to desired length.
+ Can be driven through dense layers. The lateral displacement of the soil
during driving is low (steel section H or I section piles) can be relatively easily
spliced or bolted.
+ Can be driven hard and in very long lengths.
+ Can carry heavy loads.
+ Can be successfully anchored in sloping rock.
+ Small displacement piles particularly useful if ground displacements and
disturbance critical.
-- The piles will corrode,
-- Will deviate relatively easy during driving.
-- Are relatively expensive.
1.7 Classification of piles - Review
-Task
1. Describe the main function of piles
2. In the introduction, it is stated that piles transfer load to the bearing
ground. State how this is achieved.
3. Piles are made out of different materials. In short state the
advantages and disadvantages of these materials.
4. Piles can be referred as displacement and non-displacement piles.
State the differences and the similarities of these piles
5. Piles can be classified as end-bearing piles cohesive or friction
piles. Describe the differences and similarity of these piles.
6. Piles can be classified as bored or driven state the differences.
LOAD ON PILES
2.1 Introduction
This section of the guide is divided into two parts. The first part gives brief
summary on basic pile arrangements while part two deals with load distribution on
individual piles.
Piles can be arranged in a number of ways so that they can support load imposed

on them. Vertical piles can be designed to carry vertical loads as well as lateral
loads. If required, vertical piles can be combined with raking piles to support
horizontal and vertical forces.
often, if a pile group is subjected to vertical force, then the calculation of load
distribution on single pile that is member of the group is assumed to be the total
load divided by the number of piles in the group. However if a group of piles is
subjected to lateral load or eccentric vertical load or combination of vertical and
lateral load which can cause moment force on the group which should be taken
into account during calculation of load distribution.
In the second part of this section, piles are considered to be part of the structure
and force distribution on individual piles is calculated accordingly.
Objective: In the first part of this section, considering group of piles with
limited number of piles subjected to vertical and lateral forces, forces acting
centrally or eccentrically, we learn how these forces are distributed on individual
piles.
The worked examples are intended to give easy follow through exercise that can
help quick understanding of pile design both single and group of piles. In the
second part, the comparison made between different methods used in pile design
will enable students to appreciate the theoretical background of the methods while
exercising pile designing.
Learning outcome
When students complete this section, they will be able to:
• Calculate load distribution on group of piles consist of vertical piles
subjected to eccentric vertical load.
• Calculate load distribution on vertically arranged piles subjected to
lateral and vertical forces.
• Calculate load distribution on vertical and raking piles subjected to
horizontal and eccentric vertical loads.
• Calculate load distribution on symmetrically arranged vertical and
raking piles subjected to vertical and lateral forces
2.2 Pile arrangement
Normally, pile foundations consist of pile cap and a group of piles. The pile cap
distributes the applied load to the individual piles which, in turn,. transfer the load to
the bearing ground. The individual piles are spaced and connected to the pile cap

or tie beams and trimmed in order to connect the pile to the structure at cut-off
level, and depending on the type of structure and eccentricity of the load, they can
be arranged in different patterns. Figure 2.1 bellow illustrates the three basic
formation of pile groups.
a) PILE GROUP CONSIST OF ONLY
VERTICAL PILES
b) PILE GROUP CONSIST OF BOTH
VERTICAL AND RAKING PILES
c) SYMMETRICALLY ARRANGED
VERTICAL AND RAKING PILES
Q = Vertically applied load
H = Horizontally applied load
Figure 2-1 Basic formation of pile groups
LOAD DISTRIBUTION
To a great extent the design and calculation (load analysis) of pile foundations
is carried out using computer software. For some special cases, calculations
can be carried out using the following methods…...For a simple understanding
of the method, let us assume that the following conditions are satisfied:
The pile is rigid
The pile is pinned at the top and at the bottom

Each pile receives the load only vertically (i.e. axially applied );
The force P acting on the pile is proportional to the displacement U due to
compression
∴ P = k.U ……………………………………………3.1
Since P = E.A
E.A = k.U ……………………………………………3.2
……………………………………………3.3
where:
P = vertical load component
k = material constant
U = displacement
E = elastic module of pile material
A = cross-sectional area of pile
Figure 3-1 load on single pile
The length L should not necessarily be equal to the actual length of the pile. In a group of piles,
If all piles are of the same material, have same cross-sectional area and equal length L , then
the value of k is the same for all piles in the group.

Let us assume that the vertical load on the pile group results in vertical, lateral and torsion
movements. Further, let us assume that for each pile in the group, these movements are small
and are caused by the component of the vertical load experienced by the pile. The formulae in
the forthcoming sections which are used in the calculation of pile loads, are based on these
assumptions.
3.1 Pile foundations: vertical piles only
Here the pile cap is causing the vertical compression U, whose magnitude is equal for all
members of the group. If Q (the vertical force acting on the pile group) is applied at the neutral
axis of the pile group, then the force on a single pile will be as follows :
……………………………………………3.4
where:
Pv = vertical component of the load on any pile from the resultant load Q
n = number of vertical piles in the group (see fig3.4)
Q = total vertical load on pile group
If the same group of piles are subjected to an eccentric load Q which is causing rotation around
axis z (see fig 3.1); then for the pile i at distance rxi from axis z:
……………………………………………3
.5
θ is a small angle ∴ tanθ ≈ θ see figure3.4.)
Pi = force (load on a single pile i
Ui = displacement caused by the eccentric force (load) Q
rxi = distance between pile and neutral axis of pile group;
rxi positive measured the same direction as e and negative when in the opposite direction.
e = distance between point of intersection of resultant of vertical and horizontal loading with underside
of pile (see figure 3.8)
The sum of all the forces acting on the piles should be zero ⇔

……………………………………………3.6
Figure 3-2 Moment
If we assume that the forces on the piles are causing a moment M about axis z-z then the sum
of moments about axis z-z should be zero (see figure 3.1 a& b)

……………………3.7
from e.q. 3.2 we see that
MZ = ∑ MZ
∴ ……………………………………………………..3.8
applying the same principle, in the x direction we get equivalent equation.If we assume that the
moment MX and MZ generated by the force Q are acting on a group of pile, then the sum of
forces acting on a single pile will be as follows:
……………………………………3.9
if we dividing each term by the cross-sectional area of the pile, A, we can establish the working
stream σ :
Example 3.1
As shown in figure 3.2, A group of Vertical piles are subjected to an eccentric force Q,
magnitude of 2600kN. Determine the maximum and the minimum forces on the piles. Q is
located 0.2 m from the x-axis and 0.15 m from the z-axis.

Figure 3-3 Worked example
Solution
1. Calculate Moment generated by the eccentric force
Mx = 2600 (0.2) = 520 KN
Mz = 2600 (0.15) = 390 KN
2.Calculate vertical load per pile: = 2600/12 = 217 kN
PILE
DIST.
rxi
m
r2
xi
m
2
rzi
m
r2
zi
m
2
MX
kN
MZ
kNm

a1,4 0.9 0.81*2 1.35 1.823*2 520 390
a2,3 0.9 0.81*2 0.45 0.203*2 520 390
c1,4 0.9 0.81*2 1.35 1.823*2 520 390
c2,3 0.9 0.81*2 0.45 0.203*2 520 390
b1,4 0.9 0 1.35 1.823*2 520 390
b2,3 0.9 0 0.45 0.203*2 520 390
∑ 6.48 12.153
PILE
Q/n
k N
Mxrzi/ ∑ r2
zi
(520⋅
rzi)/12.153
Mzrxi/ ∑ r2
xi
(390* rxi)/ 6.48
Pi
k N
a1 217 58 54
217-58-54 = 105** Minimum load 105 KN, carried by pile
a1
a2 19 54 217-19-54 = 144
a3 19 54 217+19-54 = 182
a4 58 54 217+58-54 = 221
b1 58 0 217-58-00 = 157
b2 19 0 217-19-00 = 157
b3 19 0 217+19-00 = 236
b4 58 0 217+58-00 = 275
c1 58 54 217+58-54 = 221
c2 19 54 217-19+54 = 252
c3 19 54 217+19+54=290
c4 58 54
217+58+54 = 329*** Maximum load 329 KN, carried by
pile c4
Example 3.2
A pile trestle shown on figure 3-3 consists of four vertical piles surmounted by a
1.2m thick pile cap. It carries a horizontal load applied to the surface of the cap
of 400kN. The only vertical load exerted on the pile group is the weight of the
pile cup. Determine the loads on the piles.

Figure 3-4 Example 3.2
Solution:
1. Determine the magnitude of the vertical force: For a pile cape 4.000m square, weight of pile
cap is:
4 x 4 x 12 x 4 = 461kN ⇒ vertical load = 461kN
2. Determine the location of the N.A. for the vertical piles:
3 . resultant of vertical load and horizontal load cuts the underside of the pile cup at a point
1.06m from N.A. pile group. This can be achieved graphically. E.g. On a millimetre paper, in
scale, draw the pile cup. Taking the top of the pile cup draw the vertical component downward
as shown in figure 2-3 then taking the tip of the vertical component as reference point draw the
horizontal component perpendicular to the vertical component. By joining the two components
establish the resultant force R. Measure the distance from the N.A to the cutting point of R at
the underside of the pile cup.
4. Using the following formula, calculate the load on each pile:

=202kN max and 28kN minimum
3.2 Pile foundations: vertical and raking piles
To resist lateral forces on the pile group, it is common practice to use vertical piles combined
with raking piles (see figure3-5) The example below illustrates how the total applied load is
distributed between the piles and how the forces acting on each pile are calculated.

Figure 3-5 Load distribution for combined vertical and raking piles
To derive the formulae used in design, we first go through the following procedures:-
1. Decide the location of the N.A of the vertical and the raking piles in plan position.
(see example below).
2. Draw both N.A till they cross each other at point c, this is done in Elevation and move
the forces Q, H& M to point c (see fig.3.5 elevation).
3. Let us assume that the forces Q &M cause lateral and torsional movements at point
c.
4. Point c is where the moment M is zero. Y is the moment arm (see fig. 3.5)
Figure 3.6 shows that the resultant load R (in this case Q) is only affecting the vertical piles.
Figure 3-6
n = number of vertical piles
m = number of raking piles
Pv =
As shown in figure 3.6 the lateral force, H, is kept in equilibrium by the vertical and the raking
piles.
∑ H = 0: H-m⋅ Pr⋅ sinα = 0
∑ V = 0: m⋅ Pr⋅ cosineα - n⋅ Pv = 0
where:
Pr = H/(m sinα)
Pv = H/(n tanα )

Figure 3-7
NB : The horizontal force, H, imposes a torsional force on the vertical piles.
Sum of forces on a single pile = Q + H + M
as a result of Q: Pvi = Q/n
as a result of H: Pvi = - H/(n tanα )
as a result of H: Pri = + H/(m sinα )
as a result of moment M:
ri measured perpendicular to the N.A of both the vertical and raking piles
Example 3.3
Figure 3.7 shows a pile group of vertical and raking piles subjected to vertical load Q = 3000 kN
and lateral load H = 250 kN. Determine the forces acting on each pile. The raking piles lie at an
angle of 4:1.
Solution:
First we determine the location of the neutral axis, N.A, of both the vertical piles and the raking
piles. From figure 3.7 we see that the number of vertical piles = 8 and the number of raking piles
= 4
1. N.A for the vertical piles is determined as follows:

Here we assume ¢ through piles a1, a2, a3, a4 as a reference point and start measuring in the
positive direction of the X axis, where it is denoted on figure 3.10 as X-X
(4) 0 m + (2)⋅ 1m + (2)2 m = n· n·eo , ⇒ n·eo = = 0.75 m
∴ The neutral axis for the vertical piles is located at 0.75 m from the ¢ line of pile a1, a2, a3, a4.
⇒ (1.0 -0.75 )m = 0.25m ⇒ X = 0.25 m, the distance to the vertical load Q.
where:
n·eo = 8·eO and the numbers 4, 2, 2 are number of piles in the same axis
2. N.A for the raking piles:
Here we can assume that the ¢ for the raking piles b1and b4 as a reference line and calculate
the location of the neutral axis for the raking piles as follows:
(2)⋅ 0 m + (2)1m = (m)e1
where: (m )e1 = 4⋅ e1, 4 is the total number of raking piles.
∴ 4⋅ e1 ⇒ e1 = = 0.5 m ⇔ the location of neutral axis of raking piles at a distance of ( 0.25 +
0.5) m = 0.75m from eo or from the N.A Of the vertical piles.

Figure 3-8 calculated positions of N.A
3. Draw both neutral axis till they cross each other at point c. (see figure 3.9) and establish the
lever arm distance, Y, so that we can calculate the moment M, about C.
Pile inclination 4:1 ⇒ Y = (0.75)4 - 0.6 = 2.4m
where 0.75 m is the location of N.A of raking piles from eo or from the N.A Of the vertical piles.
∴ ∑ M =0⇒ Q(X) - H(Y) = 3000(0.25) - 250(2.4) = 150kNm
4. Establish the angle α and calculate sin, cos, and tangent of the angle α
The inclination 4:1 ⇒ α = 14.04°
tanα = 0.25
sinα = 0.24

cos.α = 0.97
cos2
α = 0.94

5. Calculate the forces acting on each pile:
Raking piles
ri measured perpendicular
to the neutral axis →
Figure 3-10
b ,b , ri = -0.5(0.97) = -0.485 m
c ,c , ri = 0.5(0.97) = 0.485
Vertical Piles
ri measured perpendicular to the neutral axis
b ,b , ri = 0.25 c2,c3, ri = 1.25m
a , a , a , a , ri = -0.75m
PILE (k N) a b2, b3 c2, c3 b1, b4 c1, c4

ri -0.75 m 0.25 m 1.25 m 0.485 m 0.485 m
Q (kN) 375 375 375 0 0
H (kN) -125 -125 -125 260 260
M (kN)
23.29(0-0.75 =
-17.47
23.29(0.25) =
5.82
23.29(1.25) =
29.11
23.29(0.485) =
-11.3
23.29(0.485) =
11.30
∑ force per pile
Q + H + M
233kN* 256kN 279kN* 249 kN 27kN
*As we can see the maximum load 279kN will be carried by pile c1 and the minimum load
233kN is carried by piles in row a1
3.3 Symmetrically arranged vertical and raking piles
Just as we did for the previous cases, we first decide the location of the neutral axis for both the
vertical and raking piles.
Extend the two lines till they intersect each other at point c and move the forces Q & H to point
C. (see fig.11)

Figure 3-11symmetrically arranged piles
In the case of symmetrically arranged piles, the vertical pile I is subjected to compression stress
by the vertical component Pv and the raking pile Pr is subjected to tension (see figure 3.11 - 12)

Figure 3-12 Figure 3-13
Pv = k (U)
pr = k (U cos.α ) = PV cos.α
∑ V = 0 ⇒ Q - n⋅ Pv - m ⋅ Pr cos.α = 0
Pr = Pv cos.α ⇒ Pv =
The symmetrical arrangement of the raking piles keeps the lateral force, H, in equilibrium and
it’s effect on the vertical piles is ignored.
With reference to figure 3.13 Horizontal projection of forces yield the following formulae.
∑ H = 0 ⇒
Figure 3-14
NB the lateral force H imposes torsional stress on half of the raking piles.
Example3.4
Symmetrically arranged piles:
Determine the force on the piles shown in figure 3.15. The inclination on the raking piles is 5:1,
the vertical load, Q =3600 kN the horizontal load, H =200 kN and is located 0.6 m from pile
cutting level.

Solution
1. NA for the raking piles : 4 (0)+2 (0.9) = 6e ⇒ er = 0.3 m
2. NA for the vertical piles: 2 (0)+2 (1) = 4e ⇒ ev = 0.5 m
3. Establish moment arm Y
Inclination 5:1⇒ Y = 5 (0.6+0.5) -0.6 = 4.9 m

∴ M = Q (X) - H(Y) = 3600(0.2) - 200(4.9) = -260 kNm
4. Establish the angle α and the perpendicular distance r, of the piles from the neutral axis.
slope 5:1 ⇒ α = 11.3°
sinα = 0.196
cos α = 0.98
cos2α
= 0.96
tanα = 0.20
Raking piles
For raking piles laying on axis a ,
-ri = 0.3 (cos α )
+ri = 0.6 (cos α )
= (0.32
cos2α
)
∑ r2
I = (0.32
0.96 ) 4 = 0.346 m2
For raking piles laying on axis b and b ,
= (0.62
cos2α
)
= (0.62
0.96) 2 (two piles) = 1.037 m2
∑ = (0.346+1.037) 2 = 2.07 m2
Vertical piles
ri = ± 0.5 m
vertical piles laying on axis b and c
∑ ( 0.52
2 + 0.52
2) = 1.0 m2
∑ = vertical and raking piles = 2.07 + 1.0 = 3.07 m2
5. Calculate load distribution on individual piles:

Q ⇒ PV =
Pr = Pv cosα = 232 0.98 = 227kN
H ⇒ Pr = ±
M ⇒
PILE ar br bv cv cr dr
Q (kN) 227 227 232 232 227 227
H (kN) -85 -85 0 0 85 85
M =
-85 (-0.3 0.98) = 25 -50*** 43** -43** 50*** -25
∑ force on Pi (kN) 167 91 275 189 313 287
ar = -85 (-0.3 0.98) = 25
br = -85 (0.6 0.98) = -50.0***
bv2, bv 3 = -85 (-0.5) = 42.5**
cv2, cv3 = -85 (0.5) = -42.5
where:
ar, br, bv, cv, cr, dr represent raking and vertical piles on respective axis.
3.3.1 Example on installation error
Until now we have been calculating theoretical force distribution on piles. However during
installation of piles slight changes in position do occur and piles may miss their designed
locations. The following example compares theoretical and the actual load distribution as a
result of misalignment after pile installation.

Figure 3-16 Example on installation error
Before installation (theoretical position) see fig.3-16
Q = 500 kN ⇒ MX = 500 0.3 = 150
⇒ MZ = 500 0 = 0
Q/n = 500/6 = 83.3 kN
Pi = Q/n ± ( Mz ⋅ rxi)/ ∑ r2
xi
∑ r2
xi = 0.72
3 = 0.72
3 = 2.94 m2
∴ Pi = 83.3 - (150/2.94) rxi
P1,2,3 = 83.3- (150/2.94) 0.7 = 47.6 kN

P4,5,6 = 83.3 + (150/2.94) 0.7 = 119 kN
After installation
Displacement of piles in the X-X direction measured, left edge of pile cap as reference point
(see figure 3.17)
Figure 3-17 piles after installation
∴ The new neutral axis (N A) for the pile group:
(0.5+0.6+0.4+2.0+2.1+1.7) 1 = 6 e ⇒ e = 1.22 m
The new position of Q = 0.29 m
∴ M = 500 (0.29) = 145 kNm
Measured perpendicular to the new N.A, pile distance, ri, of each pile:
ri1 = 1.22-0.5 = 0.72
ri2 = 1.22-2.0 = -0.79
ri3 = 1.22-0.6 = 0.62
ri4 = 1.22-2.1 = -0.88
ri5 = 1.22-0.4 = 0.82
ri6 = 1.22-1.7 = -0.49
∴ ∑ r2
xi = 0.722
+ 0.792
+ 0.622
+ 0.882
+ 0.822
+ 0.492
= 3.2 m

pile Q/N (kN) 45.3 (rxi)
sum of forces on each pile
Pi = Q/n ± ( Mz ⋅ rxi)/ ∑ r2
xi
1 83.3 45.3⋅ (-0.72) 51
2 45.3⋅ (0.79) 49
3 45.3⋅ (-0.62) 55
4 45.3⋅ (0.88) 123
5 45.3⋅ (-0.82) 47
6 45.3⋅ (0.49) 105
LOAD ON SINGLE PILE
4.1 Introduction
In this section, considering pile/soil interaction, we learn to calculate the bearing
capacity of single piles subjected to compressive axial load. During pile design,
the following factors should be taken into consideration:
pile material compression and tension capacity
deformation area of pile, bending moment capacity
condition of the pile at the top and the end of the pile
eccentricity of the load applied on the pile
soil characteristics
ground water level ..etc.
Nevertheless, calculation method that can satisfy all of these conditions will be
complicated and difficult to carry out manually, instead two widely used

simplified methods are presented. These two methods are refereed as
geotechnical and dynamic methods. This section too has worked examples
showing the application of the formulae used in predicting the bearing capacity
of piles made of different types of materials.
Learning outcome
When students complete this section, they will be able to
• understand the theoretical back ground of the formulae used in
pile design
• carry out calculation and be able to predict design bearing
capacity of single piles
• appreciate results calculated by means of different formulae
4.2 The behaviour of piles under load
Piles are designed that calculations and prediction of carrying capacity is based
on the application of ultimate axial load in the particular soil conditions at the
site at relatively short time after installation.
This ultimate load capacity can be determined by either:
• the use of empirical formula to predict capacity from soil properties
determined by testing, or
• load test on piles at the site
Fig.4-1, When pile is subjected to gradually increasing compressive load in
maintained load stages, initially the pile-soil system behaves in a linear-elastic
manner up to point A on the settlement-load diagram and if the load is realised
at any stage up to this point the pile head rebound to its original level. When the
load is increase beyond point A♦
there is yielding at, or close to, the pile-soil
interface and slippage occurs until point B♥
is reached, when the maximum skin
friction on the pile shaft will have been mobilised. If the load is realised at this
stage the pile head will rebound to point C♣
, the amount of permanent
settlement being the distance OC. When the stage of full mobilisation of the
base resistance is reached ( point D), the pile plunges downwards with out any
farther increase of load, or small increases in load producing large settlements.
♦
No end-bearing is mobilised up to this point. The whole of the load is carried by the skin friction on the
pile shaft see figure 4-1 I)
♥
The pile shaft is carrying its maximum skin friction and the pile toe will be carrying some load
♣
At this point there is no further increase in the load transferred in skin friction but the base load will
have reached its maximum value.

Figure -1 axial compression of pile
4.3 Geotechnical design methods

In order to separate their behavioural responses to applied pile load, soils are
classified as either granular/noncohesive or clays/cohesive. The generic
formulae used to predict soil resistance to pile load include empirical modifying
factors which can be adjusted according to previous engineering experience of
the influence on the accuracy of predictions of changes in soil type and other
factors such as the time delay before load testing.
(Fig 4-1II) the load settlement response is composed of two separate
components, the linear elastic shaft friction Rs and non-linear base resistance
Rb. The concept of the separate evaluation of shaft friction and base resistance
forms the bases of "static or soil mechanics" calculation of pile carrying
capacity. The basic equations to be used for this are written as:
Q = Qb + Qs - Wp or
Rc = Rb + Rs - Wp
Rt = Rs + Wp
Where: Q = Rc = the ultimate compression resistance of the pile
Qb = Rb = base resistance
Qs = Rs = shaft resistance
Wp = weight of the pile
Rt = tensile resistance of pile
In terms of soil mechanics theory, the ultimate skin friction on the pile shaft is
related to the horizontal effective stress acting on the shaft and the effective
remoulded angle of friction between the pile and the clay and the ultimate shaft
resistance Rs can be evaluated by integration of the pile-soil shear strength τ a
over the surface area of the shaft:
τ a = Ca + σ n⋅ tanφ a
Where: σ n = Ks⋅ σ v (refer geotechnical notes)
∴ τ a = Ca + KS ⋅ σ v ⋅ tanφ a
and
where: p = pile perimeter
L = pile length

φ = angle of friction between pile and soil
Ks = coefficient of lateral pressure
the ultimate bearing capacity, Rb, of the base is evaluated from the bearing capacity
theory:
Ab = area of pile base
C = undrained strength of soil at base of pile
NC = bearing capacity factor
……………………………………
Nevertheless, in practise, for a given pile at a given site, the undrained shear
strength Ca varies considerably with many factors, including, pile type, soil type,
and methods of installations.
Ideally, Ca should be determined from a pile-load test, but since this is not
always possible, Ca is correlated with the undrained cohesion Cu by empirical
adhesion factor α so that the general expression in e.q. (4-1) could be simplified
to the following expression:
…………………………………
…………4.2
Where: Ws = weight of soil replaced by the pile
=average value of shear strength over the whole shaft length
4.3.1 The undrained load capacity (total stress approach)
For piles in clay, the undrained load capacity is generally taken to be the critical
value unless the clay is highly over consolidated. If the undrained or short-term
ultimate load capacity is to be computed, the soil parameters C, θ ,α , γ should
be appropriate to undrained conditions and σ v and σ vb should be the total

stresses. If the clay is saturated♦
, the undrained angle of friction φ u is zero, and
φ a (angle of friction between pile and soil) may also be taken as zero. In
addition, Nq = 1, Nγ = 1, so that the eq in(4-1) reduces to:
……………………………………………4.3
Where: Nc, Nq, Nγ ,= bearing capacity factors and are functions of the internal
angle of friction φ of the soil, the relative compressibility of the soil and the pile
geometry.
4.3.2 Drained load capacity (effective stress approach)
For piles installed in stiff, over consolidated clays, the drained load capacity is
taken as design criterion. If the simplified assumption is made that the drained
pile-soil adhesion C¢ a is zero and that the term in eq (4-1)…involving Nc, Nγ
ignoring the drained ultimate bearing capacity of the pile may be expressed as :
…………………………………………
…4.4
Where: s ¢ v, and s ¢ vb = effective vertical stress at depth z respective at pile
base
f ¢ a,= effective angle of friction between pile/soil and implied can be taken as f
¢ ,
Nq which is dependant up on the values of f ¢ may be taken to be the same as
for piles in sand, and can be decided using table 10-5 & 10-6
4.3.3 Pile in sand
If the pile soil adhesion Ca and term Nc are taken as zero in e.q (4-1)… and the
terms 0.5γ d Nγ is neglected as being small in relation to the term involving Nγ ,
the ultimate load capacity of a single pile in sand may be expressed as follows:
………………………………………
……4.5
Where: s ¢ v, and s ¢ vb = effective vertical stress at depth z respective at pile
base
Fw = correction factor for tapered pile ( = 1 for uniform diameter)
4.4 Dynamic approach

Most frequently used method of estimating the load capacity of driven piles is to
use a driving formula or dynamic formula. All such formulae relate ultimate load
capacity to pile set (the vertical movement per blow of the driving hammer) and
assume that the driving resistance is equal to the load capacity to the pile under
static loading they are based on an idealised representation of the action of the
hammer on the pile in the last stage of its embedment.
Usually, pile-driving formulae are used either to establish a safe working load
or to determine the driving requirements for a required working load.
The working load is usually determined by applying a suitable safety factor to
the ultimate load calculated by the formula. However, the use of dynamic
formula is highly criticised in some pile-design literatures. Dynamic methods do
not take into account the physical characteristics of the soil. This can lead to
dangerous miss-interpretation of the results of dynamic formula calculation
since they represent conditions at the time of driving. They do not take in to
account the soil conditions which affect the long- term carrying capacity,
reconsolidation, negative skin friction and group effects.
specified load acting on the head of the pile
SINGLE PILE DESIGN
5.1 End bearing piles
If a pile is installed in a soil with low bearing capacity but resting on soil beneath
with high bearing capacity, most of the load is carried by the end bearing.
In some cases where piles are driven in to the ground using hammer, pile
capacity can be estimated by calculating the transfer of potential energy into
dynamic energy . When the hammer is lifted and thrown down, with some
energy lose while driving the pile, potential energy is transferred into dynamic
energy. In the final stage of the pile’s embedment,On the bases of rate of
settlement, it is able to calculate the design capacity of the pile.
For standard pile driving hammers and some standard piles with load capacity
(FRsp,), the working load for the pile can be determined using the relationship
between bearing capacity of the pile, the design load capacity of the pile
described by: FRsp ≥ γ n⋅ FSd and table 5-1
where: FSd = design load for end baring.

The data is valid only if at the final stage, rate of settlement is 10 mm per ten
blow. And pile length not more than 20 m and geo-category 2 . for piles with
length 20 - 30 m respective 30 - 50 m the bearing capacity should be reduced
by 10 res. 25%.
Table 5-1 Baring capacity of piles installed by hammering
hammer DROP HAMMER (released by trigger)
drop hammer (activated by rope and friction
winch
cross-sectional area of pile cross-sectional area of pile
fall height 0.055m2 0.073m2 fall height 0.055m2 0.073m2
3 TON
0.3
0.4
0.5
420 kN
490
560
450 kN
520
590
0.4
0.5
0.6
390 kN
450
520
420 kN
480
540
4 TON
0.3
0.4
0.5
470
540
610
510
590
680
0.4
0.5
0.6
440
510
550
480
550
610
5 TON
0.3
0.4
0.5
580
670
760
640
740
840
0.4
0.5
0.6
550
610
670
600
660
730
Example 5.1
A concrete pile with length 26 m and cross-sectional area (235)⋅ (235) is
subjected to a vertical loading of 390 kN (ultimate) load. Determine appropriate
condition to halt hammering. Type of hammer Drop hammer activated by rope
and friction winch. Class 2, GC 2, pile length 20 m
solution:
FRsp≥ γ n. Fsd
γ n = 1.1 (table 10-3)
vertical load 390 kN ⇒ FRsp≥ (1.1)390/0.9***= 477kN
Pile cross-sectional area ⇒ 0.2352
= 0.055 m2
⇒

type of hammer: Drop hammer activated by rope and friction winch ⇒
***For piles 20m - 30m length, the bearing capacity should be reduced by
10%
∴ Table value (table 5-1): Hammer weight = 4 ton ⇒ fall height 0.45m
(interpolation)
Hammer weight = 3 ton ⇒ fall height 0.54 m
4 ton hammer with fall height 0.45m is an appropriate choice.
5.2 Friction piles
Load on piles that are driven into friction material, for the most part the weight is
carried by friction between the soil and the pile shaft. However considerable
additional support is obtained form the bottom part.
In designing piles driven into friction material, the following formulas can be
used
…………………………
5.1
where: qci = consolidation resistance
*α can be decided using table 10-4
Ab = end cross-sectional area of the pile
Ami = shaft area of the pile in contact with the soil.
should be ≥ 1.5 for piles in friction material
qcs = end resistance at the bottom of the pile within 4 ⋅ pile diameter from the
end of the pile

Figure 5-1 Friction Pile
Example 5.2
Pile length 22 m, steel pile, friction pile, external diameter 100 mm, GC2,
Determine the ultimate bearing capacity of the pile
solution:
qc
Z↓ m( depth measured from
ground level to bottom of pile)
MPa
0m - 5 m 5.4
5 - 11 6.4
11 - 18 7.0
18 - 22 7.5
22 m 8.0
The values are slightly scattered then the usual while the rest of the condition is
favourable.

γ Rd = 1.5 (the lowest value)
γ n = 1.1
At the base where condition is unfavourable we get :
α s = 0.5
α m = 0.0025
Design bearing capacity of the pile is 62 KN.
5.3 Cohesion piles
Piles installed in clay: The load is carried by cohesion between the soil and the
pile shaft. Bearing capacity of the pile can be calculated using the following
formula for pile installed in clay.
………………………… 5.2
Where:
a i = adhesion factor for earth layer
cudci = undrained shear strength of clay.
Ami = area of pile shaft in contact with the soil.
The adhesion factor α is taken as 0 for the firs three meters where it is expected
hole room and fill material or week strata. For piles with constant cross-
sectional area the value of α can be taken as 1.0 and for piles with uniform
cross-sectional growth the value of α can be taken as 1.2 .

Figure 5-2 Cohesion Pile
Example 5.3
18 m wood pile is installed small end down in clay. Pile diameter is 125 mm at
the end and 10 mm/m increase in diameter. The undrained shear strength of
the soil, measured from the pile cut-off level is: 0-6 m = 12 kP 6-12 m = 16 kPa
12-18 m = 19 kPa. Determine the ultimate load capacity of the pile. Pile cut-off
level is 1.5m from the ground level. γ Rd = 1.7
Figure 5-3 Example 5-3
solution
decide the values for α
α = 0 for the first 3.0 meters
α = 1.2 for the rest of the soil layer

divided the pile into 3 parts (each 6.0 m in this case)
calculate Average diameter at the middle of each section:
Average diameter : Bottom (section) = 0.125+3.0⋅ (0.01) = 0.15
Middle (section) = 0.155+6⋅ 0.01 = 0.21
Top (section) = 0.215+(3+2.25)⋅ (0.01) = 0.268
=
∴ Ultimate bearing capacity of the pile is 117kN
5.4 Steel piles
Because of the relative strength of steel, steel piles withstand driving pressure
well and are usually very reliable end bearing members, although they are
found in frequent use as friction piles as well. The comment type of steel piles
have rolled H, X or circular cross-section(pipe piles). Pipe piles are normally,
not necessarily filled with concrete after driving. Prior to driving the bottom end
of the pipe pile usually is capped with a flat or a cone-shaped point welded to
the pipe.
Strength, relative ease of splicing and sometimes economy are some of the
advantages cited in the selection of steel piles.
The highest draw back of steel piles is corrosion. Corrosive agents such as salt,
acid, moisture and oxygen are common enemies of steel. Because of the
corrosive effect salt water has on steel, steel piles have restricted use for
marine installations. If steel pile is supported by soil with shear strength greater
than 7kPa in its entire length then the design bearing capacity of the pile can be
calculated using the following formulas. Use both of them and select the lowest
value of the two:
………………………… 5.3

………………………… 5.4
Where:μ m = correction factor
ESC = elasticity module of steel
I = fibre moment
fyc characteristic strength of steel
A = pile cross-sectional area
Cuc = characteristic undrained shear strength of the soil.
Example 5.4
Determine the design bearing capacity of a Steel pile of external diameter 100
mm, thickness of 10 mm. Treated against corrosion. pile. Consider failure in the
pile material. Cc of the soil is 18 kPa, favourable condition. S2
Steel BS 2172
solution :
γ n = 1.1
μ m = 0.9
Esc = 210 Gpa
for BS 2172 fyc = 320 MPa
=
= =
The first formula gives us lower value, therefore, the design bearing capacity of
the pile is 0.3 MN

If we consider corrosion of 1mm/year ⇒
= =
5.5 Concrete piles
Relatively, in comparable circumstances, concrete piles have much more
resistance against corrosive elements that can rust steel piles or to the effects
that causes decay of wood piles, furthermore concrete is available in most parts
of the world than steel.
Concrete piles may be pre-cast or cast-in place. They may be are reinforced,
pre-stressed or plain.
5.5.1 Pre-cast concrete piles
These are piles which are formed, cast to specified lengths and shapes and
cured at pre casting stations before driven in to the ground. Depending up on
project type and specification, their shape and length are regulated at the prefab
site. Usually they came in square, octagonal or circular cross-section. The
diameter and the length of the piles are mostly governed by handling stresses.
In most cases they are limited to less than 25 m in length and 0.5 m in diameter.
Some times it is required to cut off and splice to adjust for different length.
Where part of pile is above ground level, the pile may serve as column.
If a concrete pile is supported by soil with undrained shear strength greater than
7 MPa in its entire length, the following formula can be used in determining the
bearing capacity of the pile :
………………………… 5.5
………………………… 5.6
Where: Nu = bearing capacity of the pile, designed as concrete column
Esc = characteristic elasticity module of concrete
Ic = fibre moment of the concrete cross-section ignoring the reinforcement
Cuc = characteristic undrained shear strength of the soil in the loose part of the
soil within a layer of 4.0 m

Example 5.5
Concrete pile (0.235) ⋅ (0.235) cross-section installed in clay with characteristic
undrained shear strength of 12 kPa. In favourable condition. C50. Determine
design load of the pile. Consider failure in the material.
Solution:
ϕ ef = 1.3
lc /h = 20
kc = 0.6, kϕ = 0.24, ks = 0.62
fcc = 35.5 /(1.5⋅ 1.1) = 21.5 MPa
fst = 410/(1.15⋅ 1.1) = 324 MPa
Effective reinforced area:
FRd = μ m⋅ NU
μ m = 0.9 ⇒ FRd = (0.9)0.769 = 0.692 MN

Failure checking using the second formula:
Ecc = 34 GPa
The lowest value is 0.632 MN ⇒ Design capacity =0.63 M
5.6 Timber piles (wood piles)
Timber piles are frequently used as cohesion piles and for pilling under
embankments. Essentially timber piles are made from tree trunks with the
branches and bark removed. Normally wood piles are installed by driving.
Typically the pile has a natural taper with top cross-section of twice or more
than that of the bottom.
To avoid splitting in the wood, wood piles are sometimes driven with steel
bands tied at the top or at the bottom end.
For wood piles installed in soil with undrained shear strength greater than 7kPa
the following formula can be used in predicting the bearing capacity of the pile:
…………………………
5.7
Where: = reduced strength of wood
A = cross-sectional area of the pile
If the wood is of sound timber, (e.g. pinewood or spruce wood with a diameter >
0.13m), then (reduced strength) of the pile can be taken as 11MPa.
Increase in load per section of pile is found to be proportional to the diameter of
the pile and shear strength of the soil and can be decided using the following
formula:
…………………………
5.8
where: Am, = area of pile at each 3.5 m section mid point of pile
Cm = shear strength at each 3.5m section mid point of pile

dm = diameter of pile at each 3.5 m section mid point of pile
Pmi = pile load at the middle of each section
Example 5.6
Determine the design bearing capacity of a pile 12m pile driven in to clay with
characteristic undrained shear strength 10KPa and 1.0kPa increase per metre
depth. Piling condition is assumed to be favourable and the safety class 2. The
pile is cut at 1.5m below the ground level. Top diameter of the pile is 180mm
and growth in diameter is 9mm/m.
*Often it is assumed that cohesive strength of the soil in the fires three meters is
half the values at the bottom.
solution:
First decide which part of the pile is heavily loaded. To do so, divide the pile
which is in contact with the soil in three parts or sections (see fig.4.1) in this
example the pile is divided into three 3.5m parts
Calculate and decide diameter of the pile at the mid point of each 3.5m section
(0.180+0.009(yi) ; yi growth per meter from the end point.
Calculate the shear strength of the soil at the mid point of each 3.5m section Cmi
= (22 - 1(yi) ). Shear strength at the end of the pile = (10MPa + 1MPa
(12m))=22 MPa
Decide the values of the partial coefficients from table (10-1 - 10-4)

Part
ymi(see fig.
5.4)
m
dmi=
(0.180+0.009⋅
yi
m
Cmi = (22 - 1⋅
(yi)
T(top)
section
8.75 0.259 13.3 16.9
M(middle)
section
5.25 0.227 16.8 18.7
B(bottom)
section
1.75 0.196 20.3 19.5
Pti = pile load at the top of each section
Part
yti
m
m
T(top) 55.1 10.5 0.275 928 this part of the pile is highly loaded
M(middle) 38.2 7.0 0.243 824
B(bottom) 19.5 3.5 552
= stress at the top of the pile
∴ The bearing capacity of the pile is 55.1kN
Now using the equation in (6-7), we will check the pile for failure
fRed = 11MPa (see section 5.6)
μ n = 0.9

γ n = 1.1
∴ =
In consideration of failure in the pile material, the pile can be loaded up to 9.0
MPa
In consideration of cohesion force, the pile can be loaded up to 55 MPa
the bearing capacity of the pile is therefore, 55 MPa
5.6.1 Simplified method of predicting the bearing capacity of timber piles
Consider the previous case and use the following formula :
…………………………
5.9
regarded the pile in its full length
calculate average diameter of the pile ⇒
calculate average shear strength of the pile⇒
3. decide the values of γ Rd, γ m and α (table 10-1 - 10-4) :
γ Rd, = 1.7
γ m = 1.8⋅ (0.8) = 1.44
α = 1.2

∴ the bearing capacity of the pile is 56 kN
DESIGN OF PILE GROUP
Introduction
Group action in piled foundation: Most of pile foundations consists not of a
single pile, but of a group of piles, which act in the double role of reinforcing the
soil, and also of carrying the applied load down to deeper, stronger soil strata.
Failure of the group may occur either by failure of the individual piles or as
failure of the overall block of soil. The supporting capacity of a group of
vertically loaded piles can, in many cases, be considerably less than the sum of
the capacities the individual piles comprising the group. Grope action in piled
foundation could result in failure or excessive settlement, even though loading
tests made on a single pile have indicated satisfactory capacity. In all cases the
elastic and consolidation settlements of the group are greater than those of
single pile carrying the same working load as that on each pile within the group.
This is because the zone of soil or rock which is stressed by the entire group
extends to a much greater width and depth than the zone beneath the single
pile (fig.6-1)
Figure 6-1 Comparison of stressed zone beneath
single pile and pile group
Learning out come
When students complete this section, they will be able:

o to calculate and predict design bearing capacity of pile group in
different soil types
o to appreciate the governing factors in design of group of piles
o to design pile groups with appropriate pile spacing
6.1 Bearing capacity of pile groups
Pile groups driven into sand may provide reinforcement to the soil. In some
cases, the shaft capacity of the pile driven into sand could increase by factor of
2 or more.
But in the case of piles driven into sensitive clays, the effective stress increase
in the surrounding soil may be less for piles in a group than for individual piles.
this will result in lower shaft capacities.
Figure 6-2 Under axial or lateral load, In a group, instead of failure of individual
piles in the group, block failure (the group acting as a block) may arise.
Figure 6-2 Block failure
In general ,the bearing capacity of pile group may be calculated in consideration
to block failure in a similar way to that of single pile, by means of equation 4-
1,but hear As as the block surface area and Ab as the base area of the block or
by rewriting the general equation we get:
................................(6.1)
where:

As, surface area of block
Ab = base area of block (see fig.6-3)
Cb, Cs= average cohesion of clay around the group and beneath the group.
Nc = bearing capacity factor. For depths relevant for piles, the appropriate value
of Nc is 9
Wp and Ws = weight of pile respective weight of soil
In examining the behaviour of pile groups it is necessary to consider the
following elements:
• a free-standing group, in which the pile cap is not in contact with the underlying soil.
• a "piled foundation," in which the pile cap is in contact with the underlying soil.
• pile spacing
• independent calculations, showing bearing capacity of the block and bearing capacity of
individual piles in the group should be made.
• relate the ultimate load capacity of the block to the sum of load capacity of individual
piles in the group ( the ratio of block capacity to the sum of individual piles capacity) the
higher the better.
• In the case of where the pile spacing in one direction is much greater than that in
perpendicular direction, the capacity of the group failing as shown in Figure 6-2 b)
should be assessed.
6.1.1 Pile groups in cohesive soil
For pile groups in cohesive soil, the group bearing capacity as a block may be calculated by
mans of e.q. 4-5 with appropriate Nc value.
6.1.2 Pile groups in non-cohesive soil
For pile groups in non-cohesive soil, the group bearing capacity as a block may be calculated
by means of e.q. 4-7
6.1.3 Pile groups in sand
In the case of most pile groups installed in sand, the estimated capacity of the block will be well
in excess of the sum of the individual pile capacities. As a conservative approach in design, the
axial capacity of a pile group in sand is usually taken as the sum of individual pile capacities
calculated using formulae in 4-8.
Worked Example 6-1
Calculate the bearing capacity and group efficiency of pile foundation installed in uniform clay of
bulk unit weight, γ of 20kN/m3
and undrained shear strength of Cu of 50kN/m2
. The foundation

consists of 25 piles each 18m long ,0.4m in diameter and weight 60kN. The weight of the pile
cap is 600kN and founded 1m below the ground level. The adhesion factor α for the soil/pile
interface has a value of 0.8
Figure 6-3 Worked Example 6-1
SOLUTION
Calculate single pile bearing capacity:
Rs = α ⋅ Cs ⋅ As = 0.8 ⋅ 50 ⋅ 18⋅ π ⋅ (0.4) = 904kN ♣
Rb = Nc ⋅ Cb ⋅ Ab = 9 ⋅ 50⋅ π ⋅ (0.2)2
= 56.6kN
∴ Rci = Rsi + Rbi = 904 + 56.6 = 960

(Wp +Wcap) - Ws = (60× 25+(600-20× 5.0× 5.0× 1.0)) - (20× 18 ⋅ π ⋅ (0.2)2
⋅ 25 = 469kN ♣♣
∴ total load capacity of 25 piles = Ruc25 = (Rci = Rsi + Rbi) ⋅ 25 - {(Wp +Wcap) - Ws} = 960⋅ 25 - 469
= 23531kN
calculate block load capacity :
= 4 × (18× 4.4× 50⋅ 0.8)+ 50⋅ 4.4 × 4.4 ⋅ 9 = 25650kN
♣
surface area of pile group
♣♣
weight of soil replaced by pile cap
Pile spacing and pile arrangement
In certain types of soil, specially in sensitive clays, the capacity of individual
piles within the a closely spaced group may be lower than for equivalent
isolated pile. However, because of its insignificant effect, this may be ignored in
design. Instead the main worry has been that the block capacity of the group
may be less than the sum of the individual piles capacities. As a thumb rule, if
spacing is more than 2 - 3 pile diameter, then block failure is most unlikely.
It is vital importance that pile group in friction and cohesive soil arranged that
even distribution of load in greater area is achieved.
Large concentration of piles under the centre of the pile cap should be avoided.
This could lead to load concentration resulting in local settlement and failure in
the pile cap. Varying length of piles in the same pile group may have similar
effect.
For pile load up to 300kN, the minimum distance to the pile cap should be 100
mm
for load higher than 300kN, this distance should be more than 150 mm.

In general, the following formula may be used in pile spacing:
End-bearing and friction piles: S = 2.5⋅ (d) + 0.02 . L ...............7.1
Cohesion piles: S = 3.5⋅ (d) + 0.02 ⋅ L ...............7.2
where:
d = assumed pile diameter
L = assumed pile length
S = pile centre to centre distance (spacing)
Example 7-1
A retaining wall imposing a weight of 120kN/m including self-weight of the pile
cap is to be constructed on pile foundation in clay. Timber piles of 250mm in
diameter and each 14m long with bearing capacity of 90kN/st has been
proposed. Asses suitable pile spacing and pile arrangement.
Solution:
1. recommended minimum pile spacing:
S = 3.5⋅ (d) + 0.02 ⋅ L = 3.5 ⋅ (0.25) + 0.02 ⋅ 14 = 1.16 m♥
2. try arranging the piles into
two rows:
vertical load = 120kN/M
single pile load capacity =
90kN/st
∴ = 1.33m
spacing in the two rows ⇒

minimum distance to the edge of the pile = 0.1m ⇒ B = 2⋅ 0.1 + 0.25 + 1.10 = 1.55m
♥
here because of the descending nature of the pile diameter a lesser value can be taken , say 1.10m
PILE INSTALATION METHODS
8.1 Introduction
The installation process and method of installations are equally important
factors as of the design process of pile foundations. In this section we will
discuss the two main types of pile installation methods; installation by pile
hammer and boring by mechanical auger.
In order to avoid damages to the piles, during design, installation Methods and
installation equipment should be carefully selected.
If installation is to be carried out using pile-hammer, then the following factors
should be taken in to consideration:
• the size and the weight of the pile
• the driving resistance which has to be overcome to achieve the
design penetration
• the available space and head room on the site
• the availability of cranes and
• the noise restrictions which may be in force in the locality.
8.2 Pile driving methods (displacement piles)
Methods of pile driving can be categorised as follows:
1. Dropping weight
2. Explosion

3. Vibration
4. Jacking (restricted to micro-pilling)
5. Jetting
8.2.1 Drop hammers
A hammer with approximately the weight of the pile is raised a suitable height in
a guide and released to strike the pile head. This is a simple form of hammer
used in conjunction with light frames and test piling, where it may be
uneconomical to bring a steam boiler or compressor on to a site to drive very
limited number of piles.
There are two main types of drop hammers:
• Single-acting steam or compressed-air hammers
• Double-acting pile hammers
1. Single-acting steam or compressed-air comprise a massive weight in the
form of a cylinder (see fig.8-1). Steam or compressed air admitted to the
cylinder raises it up the fixed piston rod. At the top of the stroke, or at a
lesser height which can be controlled by the operator, the steam is cut off
and the cylinder falls freely on the pile helmet.
2. Double-acting pile hammers can be driven by steam or compressed air.
A pilling frame is not required with this type of hammer which can be
attached to the top of the pile by leg-guides, the pile being guided by a
timber framework. When used with a pile frame, back guides are bolted
to the hammer to engage with leaders, and only short leg-guides are
used to prevent the hammer from moving relatively to the top of the pile.
Double-acting hammers are used mainly for sheet pile driving.

Figure 8-1 Pile driving using hammer
8.2.2 Diesel hammers
Also classified as single and double-acting, in operation, the diesel hammer
employs a ram which is raised by explosion at the base of a cylinder.
Alternatively, in the case of double-acting diesel hammer, a vacuum is created
in a separate annular chamber as the ram moves upward, and assists in the

return of the ram, almost doubling the output of the hammer over the single-
acting type. In favourable ground conditions, the diesel hammer provide an
efficient pile driving capacity, but they are not effective for all types of ground.
8.2.3 Pile driving by vibrating
Vibratory hammers are usually electrically powered or hydraulically powered
and consists of contra-rotating eccentric masses within a housing attaching to
the pile head. The amplitude of the vibration is sufficient to break down the skin
friction on the sides of the pile. Vibratory methods are best suited to sandy or
gravelly soil.
Jetting: to aid the penetration of piles in to sand or sandy gravel, water jetting
may be employed. However, the method has very limited effect in firm to stiff
clays or any soil containing much coarse gravel, cobbles, or boulders.
8.3 Boring methods ( non-displacement piles)
8.3.1 Continuous Flight Auger (CFA)
An equipment comprises of a mobile base carrier fitted with a hollow-stemmed
flight auger which is rotated into the ground to required depth of pilling. To form
the pile, concrete is placed through the flight auger as it is withdrawn from the
ground. The auger is fitted with protective cap on the outlet at the base of the
central tube and is rotated into the ground by the top mounted rotary hydraulic
motor which runs on a carrier attached to the mast. On reaching the required
depth, highly workable concrete is pumped through the hollow stem of the
auger, and under the pressure of the concrete the protective cap is detached.
While rotating the auger in the same direction as during the boring stage, the
spoil is expelled vertically as the auger is withdrawn and the pile is formed by
filling with concrete. In this process, it is important that rotation of the auger and
flow of concrete is matched that collapse of sides of the hole above concrete on
lower flight of auger is avoided. This may lead to voids in filled with soil in
concrete.
The method is especially effective on soft ground and enables to install a variety
of bored piles of various diameters that are able to penetrate a multitude of soil
conditions. Still, for successful operation of rotary auger the soil must be
reasonably free of tree roots, cobbles, and boulders, and it must be self-
supporting.
During operation little soil is brought upwards by the auger that lateral stresses
is maintained in the soil and voiding or excessive loosening of the soil minimise.
However, if the rotation of the auger and the advance of the auger is not
matched, resulting in removal of soil during drilling-possibly leading to collapse
of the side of the hole.

Figure 8-2 CFA Process
8.3.2 Underreaming
A special feature of auger bored piles which is sometimes used to enable to
exploit the bearing capacity of suitable strata by providing an enlarged base.
The soil has to be capable of standing open unsupported to employ this
technique. Stiff and to hard clays, such as the London clay, are ideal. In its
closed position, the underreaming tool is fitted inside the straight section of a
pile shaft, and then expanded at the bottom of the pile to produce the
underream shown in fig. 8-3.Normally, after installation and before concrete is
casted, a man carrying cage is lowered and the shaft and the underream of the
pile is inspected.

Figure 8 -3 a)hydraulic rotary drilling equipment b) C.F.A, c)undrreaming tool open
position
8.3.3 C.H.D.P
Figure 8-4, Continuous helical displacement piles: a short, hollow tapered steel
former complete with a larger diameter helical flange, the bullet head is fixed to
a hallow drill pipe which is connected to a high torque rotary head running up
and down the mast of a special rig. A hollow cylindrical steel shaft sealed at the
lower end by a one-way valve and fitted with triangular steel fins is pressed into
the ground by a hydraulic ram. There are no vibrations.
Displaced soil is compacted in front and around the shaft. Once it reaches the a
suitably resistant stratum the shaft is rotated. The triangular fins either side of its
leading edge carve out a conical base cavity. At the same time concrete is
pumped down the centre of the shat and through the one-way valve. Rotation of

the fins is calculated so that as soil is pushed away from the pile base it is
simultaneously replaced by in-flowing concrete. Rates of push, rotation and
concrete injection are all controlled by an onboard computer. Torque on the
shaft is also measured by the computer. When torque levels reach a constant
low value the base in formed. The inventors claim that the system can install a
typical pile in 12 minute. A typical 6m long pile with an 800mm diameter base
and 350mm shaft founded on moderately dense gravel beneath soft overlaying
soils can achieve an ultimate capacity of over 200t. The pile is suitable for
embankments, hard standing supports and floor slabs, where you have a soft
silty layer over a gravel strata.
Figure 8 -4 C.H.D.P.
LOAD TEST ON PILES
9.1 Introduction
Pile load test are usually carried out that one or some of the following
reasons are fulfilled:
• To obtain back-figured soil data that will enable other piles to
be designed.
• To confirm pile lengths and hence contract costs before the
client is committed to over all job costs.
• To counter-check results from geotechnical and pile driving
formulae
• To determine the load-settlement behaviour of a pile,
especially in the region of the anticipated working load that the
data can be used in prediction of group settlement.
• To verify structural soundness of the pile.
Test loading: There are four types of test loading:
• compression test
• uplift test
• lateral-load test

• torsion-load test
the most common types of test loading procedures are Constant rate of
penetration (CRP) test and the maintained load test (MLT).
9.1.1 CRP (constant rate of penetration)
In the CRP (constant rate of penetration) method, test pile is jacked into the
soil, the load being adjusted to give constant rate of downward movement to
the pile. This is maintained until point of failure is reached.
Failure of the pile is defined in to two ways that as the load at which the pile
continues to move downward without further increase in load, or according
to the BS, the load which the penetration reaches a value equal to one-tenth of the
diameter of the pile at the base.
Fig.9-2, In the cases of where compression tests are being carried out, the
following methods are usually employed to apply the load or downward force
on the pile:
A platform is constructed on the head of the pile on which a mass of heavy
material, termed "kentledge" is placed. Or a bridge, carried on temporary
supports, is constructed over the test pile and loaded with kentledge. The
ram of a hydraulic jack, placed on the pile head, bears on a cross-head
beneath the bridge beams, so that a total reaction equal to the weight of the
bridge and its load may be obtained.
9.1.2 MLT, the maintained increment load test
Fig.9-1, the maintained increment load test, kentledge or adjacent tension
piles or soil anchors are used to provide a reaction for the test load applied
by jacking(s) placed over the pile being tested. The load is increased in
definite steps, and is sustained at each level of loading until all settlements
has either stop or does not exceed a specified amount of in a certain given
period of time.

Figure 9-1 test load arrangement using kentledge
Figure 9-2 test being carried out
Limit State Design
Introduction
Traditionally, design resistance of foundations has been evaluated on an
allowable stress basis that piles were designed with ultimate axial capacity
between 2 and 3 times than working load. However structural design is now
using a limit state design (LSD) bases whereby partial factors are applied to
various elements of the design according to the reliability with which the
parameters are known or can be calculated. LSD approach is the base of all the
Eurocodes, including that for foundations design. It is believed that Limit state
design has many benefits for the economic design of piling. The eurocode

approach is particularly rigorous, and this guide adopts the partial factors
presented in the codes.
Eurocode 7 divides investigation, design and implementation of
geoconstructions into three categories. It is a requirement of the code that
project must be supervised at all stages by personnel with geotechnical
knowledge.
In order to establish minimum requirements for the extent and quality of
geotechnical investigation, deign and construction three geotechnical categories
defined. These are: Geotechnical Category 1, 2, 3.
10.1 Goetechnical category 1, GC 1
this category includes small and relative simple structures:
-for which is impossible to ensure that the fundamental requirements will be
satisfied on the basis of experience and qualitative geotecnical investigation;
-with negligible risk for property and life.
Geotechnical Category 1 procedures will be only be sufficient in ground
conditions which are known from comparable experience to be sufficiently
straight-forward that routine methods may be used for foundation design and
construction. Qualitative geotechnical investigations
10.2 Geotechnical Category, GC 2
This category includes conventional types of structures and foundations with no
abnormal risks or unusual or exceptionally difficult ground or loading conditions.
Structures in Geotechnical category 2 require quantitative geotechnical data
and analysis to ensure that the fundamental requirements will be satisfied, but
routine procedures for field and laboratory testing and for design and execution
may be used. Qualified engineer with relevant experience must be involved.
10.3 Geotechnical Category, GC 3
This category includes structures or parts of structures which do not fall within
the limits of Geotechnical Categories 1and 2.
The following are examples of structures or parts of structures complying with
geotechnical category 2:
conventional type of :
• spread foundations;
• raft foundations;
• piled foundations;
• walls and other structures retaining for supporting soil or water;
• excavations;

• bridge piers and abutments;
• embankment and earthworks;
• ground anchors and other tie-back systems;
• tunnels in hard, non-fractured rock and not subjected to special water
tightness or other requirement.
Geotechnical Category 3 includes very large or unusual structure. Structures
involving abnormal risks or unusual or exceptionally difficult ground or loading
conditions and highly seismic areas. Qualified geotechnical engineer must be
involved.
The following factors must be considered in arriving at a classification of a
structure or part of a structure:
• Nature and size of the structure
• Local conditions, e.g. traffic, utilities, hydrology, subsidence, etc.
• Ground and groundwater conditions
• Regional seismicity…..
10.3.1 Conditions classified as in Eurocode 7
In the code, conditions are classified as favourable or unfavourable.
Favourable conditions are as such:
+ if experience shows that the material posses limited spreading characteristic
+ if large scale investigation was carried out and test results are reliable
+ the existence of well documented investigation carried out using reliable
methods which can give reproducible results
+ if additional tests, investigations and supervisions are recommend
+ high certainty in defining test results
+ failure is plastic
•
Unfavourable conditions are as such:
-- if experience shows that the material posses spreading characteres
-- if test results shows large spreading than the normal conditions
-- if the extent of investigation is limited
-- limited experience and methods lucking reproducibility

-- where there is no recommendation for additional test, investigations and
supervision
-- uncertainty in analysing test results
-- if failure is brittle
Eurocode 7 refers to foundation loadings as action. The se can be permanent
as In the case of weights of structures and installations, or variable as imposed
loading, or wind and snow loads. They can be accidental, e.g. vehicle impact or
explosions.
Actions can vary spatially, e.g. self-weights are fixed (fixed actions), but
imposed loads can vary in position (free actions). The duration of actions
affections affects the response of the ground. It may cause strengthening such
as the gain in strength of a clay by long-term loading, or weakening as in the
case of excavation slopes in clay over the medium or long term. To allow for
this Eurocode 7 introduces a classification related to the soil response and
refers to transient actions (e.g. wind loads), short-term actions (e.g. construction
loading) and long-term actions. In order to allow for uncertainties in the
calculation of he magnitude of actions or combinations of actions and their
duration and spatial distribution, Euorcode requires the design values of actions
Fd to be used for the geotechnical design either to be assessed directly or to be
derived from characteristic values Fk :
Fd = Fk
10.4 The partial factors γ m, γ n, γ Rd
The partial factor γ m: this factor is applied as a safety factor that the
characteristic values of the material is divided by this factor. (m = material
index) and covers :
• unfavourable deviation from the material product property
• inaccuracies in the conversion factors: and
• uncertainties in the geometric properties and the resistance
model.
In ultimate limit state, depending upon a given conditions, for Geotechnical
Category 2, the values of the γ m may be decided using table 10-1& 10-2.
The partial co-efficient γ n: in order to ensure stability and adequate strength in
the structure and in the ground, in the code, cases A, B, and C have been
introduced. Values of γ n is given in table 10-3
Partial co-efficient γ Rd: this co-efficient is applied in consideration of deviation
between test results and future construction. Values of the γ n should be
between 1.4 - 1.8
Table 10-1 partial factors on material properties for conventional design situations for ultimate limit states

Material property Partial factor γ m
tanφ 1.1- 1.25
modules 1.2 - 1.8
other properties 1.6 - 2.0
Table 10-2 partial factors on material properties for conventional design situations for service limit state
Material property Partial factor γ m
modules 1.2 - 1.8
other properties 1.6 - 2.0
Normally the design values, d , Ed, tanφ , can be decided using the following formulae:
fd = fk/(γ n⋅ γ m)
Ed = Ek /(γ n⋅ γ m)
tanφ d = tanφ k/(γ n⋅ γ m)
Where:
f = reaction force
φ = internal angle of friction
E = elastic module
Table 10-3 partial factor γ n
Class γ n
A 1.0
B 1.1
C 1.2
Table 10-4 adhesion factor α
pile α b α s

Concrete piles 0.5 0.005
Steel piles 0.5 0.002
timber piles (wood piles) 0.5 0.009
The table is used for qc ≤ 10 Mpa
Table 10-5 Bearing factors Nγ , Nq, NC
φ d Nγ NC Nq
25 6.48 20.7 10.7
26 7.64 22.2 11.8
27 8.99 23.9 13.2
28 10.6 25.8 14.7
29 12.5 27.9 16.4
30 14.7 30.1 18.4
31 17.4 32.7 20.6
32 20.6 35.5 23.2
33 24.4 38.9 26.1
34 29.0 42.2 29.4
35 34.4 46.1 33.3
36 41.9 50.6 37.7
37 49.1 55.6 42.9
38 58.9 61.3 48.9
39 70.9 67.9 56.0
40 85.6 75.3 64.2
41 104 83.9 73.9
42 126 93.7 85.4
43 154 105 99.0
44 190 118 115
45 234 134 135

Design of pile foundation

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Design of pile foundation