SIST EN 1997-1:2005

SLOVENSKI STANDARD
01-maj-2005
(YURNRG*HRWHKQLþQRSURMHNWLUDQMHGHO6SORãQDSUDYLOD
Eurocode 7: Geotechnical design - Part 1: General rules
Eurocode 7: Entwurf, Berechnung und Bemessung in der Geotechnik - Teil 1:
Allgemeine Regeln
Eurocode 7: Calcul géotechnique - Partie 1: Regles générales
Ta slovenski standard je istoveten z: EN 1997-1:2004
ICS:
91.010.30 7HKQLþQLYLGLNL Technical aspects
93.020 Zemeljska dela. Izkopavanja. Earthworks. Excavations.
Gradnja temeljev. Dela pod Foundation construction.
zemljo Underground works
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

EUROPEAN STANDARD EN 1997-1
NORME EUROPÉENNE
EUROPÄISCHE NORM
November 2004
ICS 91.120.20 Supersedes ENV 1997-1:1994
English version
Eurocode 7: Geotechnical design - Part 1: General rules
Eurocode 7: Calcul géotechnique - Partie 1: Règles Eurocode 7: Entwurf, Berechnung und Bemessung in der
générales Geotechnik - Teil 1: Allgemeine Regeln
This European Standard was approved by CEN on 23 April 2004.

CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this European
Standard the status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such national
standards may be obtained on application to the Central Secretariat or to any CEN member.

This European Standard exists in three official versions (English, French, German). A version in any other language made by translation
under the responsibility of a CEN member into its own language and notified to the Central Secretariat has the same status as the official
versions.
CEN members are the national standards bodies of Austria, Belgium, Cyprus, Czech Republic, Denmark, Estonia, Finland, France,
Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Slovakia,
Slovenia, Spain, Sweden, Switzerland and United Kingdom.

EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION

EUROPÄISCHES KOMITEE FÜR NORMUNG

Management Centre: rue de Stassart, 36  B-1050 Brussels
© 2004 CEN All rights of exploitation in any form and by any means reserved Ref. No. EN 1997-1:2004: E
worldwide for CEN national Members.

Contents
Foreword. 5
Section 1 General. 9
1.1 Scope. 9
1.2 Normative references . 10
1.3 Assumptions. 11
1.4 Distinction between Principles and Application Rules. 11
1.5 Definitions .12
1.6 Symbols . 13
Section 2 Basis of geotechnical design. 19
2.1 Design requirements . 19
2.2 Design situations. 21
2.3 Durability. 22
2.4 Geotechnical design by calculation. 23
2.5 Design by prescriptive measures . 35
2.6 Load tests and tests on experimental models. 36
2.7 Observational method . 36
2.8 Geotechnical Design Report. 36
Section 3 Geotechnical data. 38
3.1 General . 38
3.2 Geotechnical investigations . 38
3.3 Evaluation of geotechnical parameters . 39
3.4 Ground Investigation Report. 47
Section 4 Supervision of construction, monitoring and maintenance . 49
4.1 General . 49
4.2 Supervision . 49
4.3 Checking ground conditions. 51
4.4 Checking construction . 52
4.5 Monitoring . 53
4.6 Maintenance. 54
Section 5 Fill, dewatering, ground improvement and reinforcement. 55
5.1 General . 55
5.2 Fundamental requirements. 55
5.3 Fill construction . 55
5.4 Dewatering. 59
5.5 Ground improvement and reinforcement. 60
Section 6 Spread foundations . 61
6.1 General . 61
6.2 Limit states.61
6.3 Actions and design situations . 61
6.4 Design and construction considerations. 61
6.5 Ultimate limit state design. 62
6.6 Serviceability limit state design . 65
6.7 Foundations on rock; additional design considerations. 67
6.8 Structural design of spread foundations. 68
6.9 Preparation of the subsoil . 68
Section 7 Pile foundations. 70
7.1 General . 70
7.2 Limit states.70
7.3 Actions and design situations . 70
7.4 Design methods and design considerations . 72
7.5 Pile load tests . 74
7.6 Axially loaded piles . 76
7.7 Transversely loaded piles . 86
7.8 Structural design of piles. 88
7.9 Supervision of construction. 88
Section 8 Anchorages . 91
8.1 General . 91
8.2 Limit states .92
8.3 Design situations and actions. 92
8.4 Design and construction considerations . 93
8.5 Ultimate limit state design . 94
8.6 Serviceability limit state design. 95
8.7 Suitability tests.95
8.8 Acceptance tests . 96
8.9 Supervision and monitoring. 96
Section 9 Retaining structures . 97
9.1 General . 97
9.2 Limit states .97
9.3 Actions, geometrical data and design situations . 98
9.4 Design and construction considerations . 101
9.5 Determination of earth pressures . 102
9.6 Water pressures . 105
9.7 Ultimate limit state design . 105
9.8 Serviceability limit state design. 109
Section 10 Hydraulic failure. 111
10.1 General. 111
10.2 Failure by uplift . 112
10.3 Failure by heave . 114
10.4 Internal erosion. 114
10.5 Failure by piping . 115
Section 11 Overall stability . 117
11.1 General. 117
11.2 Limit states . 117
11.3 Actions and design situations. 117
11.4 Design and construction considerations . 118
11.5 Ultimate limit state design . 119
11.6 Serviceability limit state design. 121
11.7 Monitoring. 121
Section 12 Embankments. 123
12.1 General. 123
12.2 Limit states . 123
12.3 Actions and design situations. 123
12.4 Design and construction considerations . 124
12.5 Ultimate limit state design . 125
12.6 Serviceability limit state design. 126
12.7 Supervision and monitoring. 126
Annex A (normative) Partial and correlation factors for ultimate limit states
and recommended values . 128
Annex B (informative) Background information on partial factors for Design
Approaches 1, 2 and 3. 138
Annex C (informative) Sample procedures to determine limit values of earth
pressures on vertical walls . 141
Annex D (informative) A sample analytical method for bearing resistance
calculation. 156
Annex E (informative) A sample semi-empirical method for bearing
resistance estimation.160
Annex F (informative) Sample methods for settlement evaluation.161
Annex G (informative) A sample method for deriving presumed bearing
resistance for spread foundations on rock.163
Annex H (informative) Limiting values of structural deformation and
foundation movement .165
Annex J (informative) Checklist for construction supervision and
performance monitoring .167

Foreword
This document (EN 1997-1) has been prepared by Technical Committee CEN/TC250
“Structural Eurocodes”, the secretariat of which is held by BSI. CEN/TC 250 is responsible for
all Structural Eurocodes.
This European Standard shall be given the status of a national standard, either by publication
of an identical text, or by endorsement, at the latest by May 2005 and conflicting national
standards shall be withdrawn by March 2010.
This document supersedes ENV 1997-1:1994.
According to the CEN/CENELEC Internal Regulations, the national standards organizations of
the following countries are bound to implement this European Standard: Austria, Belgium,
Cyprus, Czech Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary,
Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland,
Portugal, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom.
Background to the Eurocode programme
In 1975, the Commission of the European Community decided on an action programme in the
field of construction, based on article 95 of the Treaty. The objective of the programme was the
elimination of technical obstacles to trade and the harmonisation of technical specifications.
Within this action programme, the Commission took the initiative to establish a set of
harmonised technical rules for the design of construction works which, in a first stage, would
serve as an alternative to the national rules in force in the Member States and, ultimately,
would replace them.
For fifteen years, the Commission, with the help of a Steering Committee with Representatives
of Member States, conducted the development of the Eurocodes programme, which led to the
first generation of European codes in the 1980s.
In 1989, the Commission and the Member States of the EU and EFTA decided, on the basis of
an agreement between the Commission and CEN, to transfer the preparation and the
publication of the Eurocodes to CEN through a series of Mandates, in order to provide them
with a future status of European Standard (EN). This links de facto the Eurocodes with the
provisions of all the Council’s Directives and/or Commissions Decisions dealing with European
standards (e.g. the Council Directive 89/106/EEC on construction products - CPD - and
Council Directives 93/37/EEC, 92/50/EEC and 89/440/EEC on public works and services and
equivalent EFTA Directives initiated in pursuit of setting up the internal market).
The Structural Eurocode programme comprises the following standards generally consisting of
a number of Parts:
EN 1990 Eurocode : Basis of Structural Design
EN 1991 Eurocode 1: Actions on structures
EN 1992 Eurocode 2: Design of concrete structures
EN 1993 Eurocode 3: Design of steel structures

1 Agreement between the Commission of the European Communities and the European Committee for
Standardisation (CEN) concerning the work on EUROCODES for the design of building and civil engineering works
(BC/CEN/03/89).
EN 1994 Eurocode 4: Design of composite steel and concrete structures
EN 1995 Eurocode 5: Design of timber structures
EN 1996 Eurocode 6: Design of masonry structures
EN 1997 Eurocode 7: Geotechnical design
EN 1998 Eurocode 8: Design of structures for earthquake resistance
EN 1999 Eurocode 9: Design of aluminium structures

Eurocode standards recognise the responsibility of regulatory authorities in each Member
State and have safeguarded their right to determine values related to regulatory safety matters
at national level where these continue to vary from State to State.
Status and field of application of Eurocodes
The Member States of the EU and EFTA recognise that Eurocodes serve as reference
documents for the following purposes:
— as a means to prove compliance of building and civil engineering works with the essential
requirements of Council Directive 89/106/EEC, particularly Essential Requirement N°1 –
Mechanical resistance and stability – and Essential Requirement N°2 – Safety in case of
fire;
— as a basis for specifying contracts for construction works and related engineering services;
— as a framework for drawing up harmonised technical specifications for construction
products (ENs and ETAs)
The Eurocodes, as far as they concern the construction works themselves, have a direct
relationship with the Interpretative Documents referred to in Article 12 of the CPD, although
they are of a different nature from harmonised product standards . Therefore, technical aspects
arising from the Eurocodes work need to be adequately considered by CEN Technical
Committees and/or EOTA Working Groups working on product standards with a view to
achieving full compatibility of these technical specifications with the Eurocodes.
The Eurocode standards provide common structural design rules for everyday use for the
design of whole structures and component products of both a traditional and an innovative
nature. Unusual forms of construction or design conditions are not specifically covered and
additional expert consideration will be required by the designer in such cases.

2 According to Art. 3.3 of the CPD, the essential requirements (ERs) shall be given concrete form in interpretative
documents for the creation of the necessary links between the essential requirements and the mandates for
harmonised ENs and ETAGs/ETAs.
3 According to Art. 12 of the CPD the interpretative documents shall :
a) give concrete form to the essential requirements by harmonising the terminology and the technical bases and indicating
classes or levels for each requirement where necessary ;
b) indicate methods of correlating these classes or levels of requirement with the technical specifications, e.g. methods of
calculation and of proof, technical rules for project design, etc. ;
c) serve as a reference for the establishment of harmonised standards and guidelines for European technical approvals.
The Eurocodes, de facto, play a similar role in the field of the ER 1 and a part of ER 2.
National Standards implementing Eurocodes
The National Standards implementing Eurocodes will comprise the full text of the Eurocode
(including any annexes), as published by CEN, which may be preceded by a National title page
and National foreword, and may be followed by a National annex.
The National annex may only contain information on those parameters, which are left open in
the Eurocode for national choice, known as Nationally Determined Parameters, to be used for
the design of buildings and civil engineering works to be constructed in the country concerned,
i.e. :
— values and/or classes where alternatives are given in the Eurocode,
— values to be used where a symbol only is given in the Eurocode,
— country specific data (geographical, climatic), e.g. snow map,
— the procedure to be used where alternative procedures are given in the Eurocode.
It may also contain:
— decisions on the application of informative annexes,
— references to non-contradictory complementary information to assist the user to apply the
Eurocode.
Links between Eurocodes and harmonised technical specifications (ENs and ETAs) for
products
There is a need for consistency between the harmonised technical specifications for
construction products and the technical rules for works . Furthermore, all the information
accompanying the CE Marking of the construction products, which refer to Eurocodes should
clearly mention which Nationally Determined Parameters have been taken into account.
Additional information specific to Eurocode 7
EN 1997-1 gives design guidance and actions for geotechnical design of buildings and civil
engineering works.
EN 1997-1 is intended for clients, designers, contractors and public authorities.
EN 1997-1 is intended to be used with EN 1990 and EN 1991 to EN 1999.
In using EN 1997-1 in practice, particular regard should be paid to the underlying assumptions
and conditions given in 1.3.
The 12 sections of EN 1997-1 are complemented by 1 normative and 8 informative annexes.
National annex for EN 1997-1
This standard gives alternative procedures and recommended values with notes indicating
where national choices may have to be made. Therefore the National Standard implementing
EN 1997-1 should have a National annex containing all Nationally Determined Parameters to
be used for the design of buildings and civil engineering works to be constructed in the relevant
country.
4 see Art.3.3 and Art.12 of the CPD, as well as clauses 4.2, 4.3.1, 4.3.2 and 5.2 of ID 1.
National choice is allowed in EN 1997-1 through the following paragraphs:
— 2.1(8)P, 2.4.6.1(4)P, 2.4.6.2(2)P, 2.4.7.1(2)P, 2.4.7.1(3), 2.4.7.2(2)P, 2.4.7.3.2(3)P,
2.4.7.3.3(2)P, 2.4.7.3.4.1(1)P, 2.4.7.4(3)P, 2.4.7.5(2)P, 2.4.8(2), 2.4.9(1)P, 2.5(1),
7.6.2.2(8)P, 7.6.2.2(14)P, 7.6.2.3(4)P, 7.6.2.3(5)P, 7.6.2.3(8), 7.6.2.4(4)P, 7.6.3.2(2)P,
7.6.3.2(5)P, 7.6.3.3(3)P, 7.6.3.3(4)P, 7.6.3.3(6), 8.5.2(2)P, 8.5.2(3), 8.6(4), 11.5.1(1)P

and the following clauses in annex A:
— A.2
— A.3.1, A.3.2, A.3.3.1, A.3.3.2, A.3.3.3, A.3.3.4, A.3.3.5, A.3.3.6,
— A.4
— A.5
Section 1 General
1.1 Scope
1.1.1 Scope of EN 1997
(1) EN 1997 is intended to be used in conjunction with EN 1990:2002, which establishes the
principles and requirements for safety and serviceability, describes the basis of design and
verification and gives guidelines for related aspects of structural reliability.
(2) EN 1997 is intended to be applied to the geotechnical aspects of the design of buildings
and civil engineering works. It is subdivided into various separate parts (see 1.1.2 and 1.1.3).
(3) EN 1997 is concerned with the requirements for strength, stability, serviceability and
durability of structures. Other requirements, e.g. concerning thermal or sound insulation, are
not considered.
(4) Numerical values of actions on buildings and civil engineering works to be taken into
account in design are provided in EN 1991 for the various types of construction. Actions
imposed by the ground, such as earth pressures, shall be calculated according to the rules of
EN 1997.
(5) Separate European Standards are intended to be used to treat matters of execution and
workmanship. They are denoted in the relevant sections.
(6) In EN 1997 execution is covered to the extent that is necessary to comply with the
assumptions of the design rules.
(7) EN 1997 does not cover the special requirements of seismic design. EN 1998 provides
additional rules for geotechnical seismic design, which complete or adapt the rules of this
Standard.
1.1.2 Scope of EN 1997-1
(1) EN 1997-1 is intended to be used as a general basis for the geotechnical aspects of the
design of buildings and civil engineering works.
(2) The following subjects are dealt with in EN 1997-1:
Section 1: General
Section 2: Basis of geotechnical design
Section 3: Geotechnical data
Section 4: Supervision of construction, monitoring and maintenance
Section 5: Fill, dewatering, ground improvement and reinforcement
Section 6: Spread foundations
Section 7: Pile foundations
Section 8: Anchorages
Section 9: Retaining structures
Section 10: Hydraulic failure
Section 11: Overall stability
Section 12: Embankments
(3) EN 1997-1 is accompanied by Annexes A to J, which provide:
— in A: recommended partial safety factor values; different values of the partial factors may be
set by the National annex;
— in B to J: supplementary informative guidance such as internationally applied calculation
methods.
1.1.3 Further Parts of EN 1997
(1) EN 1997-1 is supplemented by EN 1997-2 that provides requirements for the performance
and evaluation of field and laboratory testing.
1.2 Normative references
(1) This European Standard incorporates by dated or undated reference, provisions from other
publications. These normative references are cited at the appropriate places in the text and the
publications are listed hereafter. For dated references, subsequent amendments to or revisions
of any of these publications apply to this European Standard only when incorporated in it by
amendment or revision. For undated references the latest edition of the publication referred to
applies (including amendments).
NOTE The Eurocodes were published as European Prestandards. The following European Standards
which are published or in preparation are cited in normative clauses
EN 1990:2002 Eurocode: Basis of structural design
EN 1991 Eurocode 1 Actions on structures
EN 1991-4 Eurocode 1 Actions on structures - Part 4 Actions in silos and tanks
EN 1992 Eurocode 2 Design of concrete structures
EN 1993 Eurocode 3 Design of steel structures
EN 1994 Eurocode 4 Design of composite steel and concrete structures
EN 1995 Eurocode 5 Design of timber structures
EN 1996 Eurocode 6 Design of masonry structures
EN 1997-2 Eurocode 7 Geotechnical design - Part 2: Ground investigation and
testing
EN 1998 Eurocode 8 Design of structures for earth quake resistance
EN 1999 Eurocode 9 Design of aluminium and aluminium alloy structures
EN 1536:1999 Execution of special geotechnical work: Bored piles
EN 1537:1999 Execution of special geotechnical work; Ground anchors
EN 12063:1999 Execution of special geotechnical work; Sheet-pile walls
EN 12699:2000 Execution of special geotechnical work; Displacement piles
EN 14199 Execution of special geotechnical works – Micropiles
EN-ISO 13793: 2001 Thermal performance of buildings –Thermal design of foundations to
avoid frost heave
1.3 Assumptions
(1) Reference is made to 1.3 of EN 1990:2002.
(2) The provisions of this standard are based on the assumptions given below:
— data required for design are collected, recorded and interpreted by appropriately qualified
personnel;
— structures are designed by appropriately qualified and experienced personnel;
— adequate continuity and communication exist between the personnel involved in data-
collection, design and construction;
— adequate supervision and quality control are provided in factories, in plants, and on site;
— execution is carried out according to the relevant standards and specifications by personnel
having the appropriate skill and experience;
— construction materials and products are used as specified in this standard or in the relevant
material or product specifications;
— the structure will be adequately maintained to ensure its safety and serviceability for the
designed service life;
— the structure will be used for the purpose defined for the design.
(3) These assumptions need to be considered both by the designer and the client. To prevent
uncertainty, compliance with them should be documented, e.g. in the geotechnical design
report.
1.4 Distinction between Principles and Application Rules
(1) Depending on the character of the individual clauses, distinction is made in EN 1997-1
between Principles and Application Rules.
(2) The Principles comprise:
— general statements and definitions for which there is no alternative;
— requirements and analytical models for which no alternative is permitted unless specifically
stated.
(3) The Principles are preceded by the letter P.
(4) The Application Rules are examples of generally recognised rules, which follow the
Principles and satisfy their requirements.
(5) It is permissible to use alternatives to the Application Rules given in this standard, provided
it is shown that the alternative rules accord with the relevant Principles and are at least
equivalent with regard to the structural safety, serviceability and durability, which would be
expected when using the Eurocodes.
NOTE If an alternative design rule is submitted for an application rule, the resulting design cannot be
claimed to be wholly in accordance with EN 1997-1, although the design will remain in accordance with
the Principles of EN 1997-1. When EN 1997-1 is used in respect of a property listed in an Annex Z of a
product standard or an ETAG, the use of an alternative design rule may not be acceptable for CE
marking.
(6) In EN 1997-1, the Application rules are identified by a number in brackets e.g. as in this
clause.
1.5 Definitions
1.5.1 Definitions common to all Eurocodes
(1) The definitions common to all Eurocodes are given in EN 1990:2002, 1.5.
1.5.2 Definitions specific for EN 1997-1
1.5.2.1
geotechnical action
action transmitted to the structure by the ground, fill, standing water or ground-water
NOTE Definition taken from EN 1990:2002
1.5.2.2
comparable experience
documented or other clearly established information related to the ground being considered in
design, involving the same types of soil and rock and for which similar geotechnical behaviour
is expected, and involving similar structures. Information gained locally is considered to be
particularly relevant
1.5.2.3
ground
soil, rock and fill in place prior to the execution of the construction works;
1.5.2.4
structure
organised combination of connected parts, including fill placed during execution of the
construction works, designed to carry loads and provide adequate rigidity
NOTE Definition derived from EN 1990:2002
1.5.2.5
derived value
value of a geotechnical parameter obtained by theory, correlation or empiricism from test
results
1.5.2.6
stiffness
material resistance against deformation
1.5.2.7
resistance
capacity of a component, or cross-section of a component of a structure to withstand actions
without mechanical failure e.g. resistance of the ground, bending resistance, buckling
resistance, tensile resistance
NOTE Definition derived from EN 1990:2002
1.6 Symbols
(1) For the purpose of EN 1997-1 the following symbols apply.
Latin letters
A' effective base area
A base area under pile
b
A total base area under compression
c
A pile shaft surface area in layer i
s;i
a design value of geometrical data
d
a nominal value of geometrical data
nom
∆a change made to nominal geometrical data for particular design purposes
b width of a foundation.
b' effective width of a foundation
C limiting design value of the effect of an action
d
c cohesion intercept
c' cohesion intercept in terms of effective stress
c undrained shear strength
u
c design value of undrained shear strength
u;d
d embedment depth;
E design value of the effect of actions
d
E design value of the effect of stabilising actions
stb;d
E design value of the effect of destabilising actions
dst;d
F design axial compression load on a pile or a group of piles
c;d
F design value of an action
d
F characteristic value of an action
k
F representative value of an action
rep
F design axial tensile load on a tensile pile or a group of tensile piles
t;d
F design value of the transverse load on a pile or a pile foundation
tr;d
G design value of the destabilising permanent actions for uplift verification
dst;d
G design value of the stabilising permanent vertical actions for uplift verification
stb;d
G´ design value of the stabilising permanent vertical actions for heave verification
stb;d
(submerged weight)
H horizontal load, or component of total action acting parallel to the foundation base
H design value of H
d
h height of a wall
h water level for hydraulic heave
h' height of a soil prism for verifying hydraulic heave
h characteristic value of the hydrostatic water head at the bottom of a soil prism
w;k
K coefficient of earth pressure at rest
K coefficient of earth pressure at rest for a retained earth surface inclined at angle β to the
0;β
horizontal
k ratio δ /ϕ
d cv;d
l foundation length;
l′ effective foundation length
n number of e.g. piles or test profiles
P load on an anchorage
P design value of P
d
P proof load in a suitability test of a grouted anchorage
p
Q design value of the destabilising variable vertical actions for uplift verification
dst;d
q characteristic value of base resistance pressure
b;k
q characteristic value of shaft friction in stratum i
s;i;k
R anchorage pull-out resistance
a
R design value of R
a;d a
R characteristic value of R
a;k a
R pile base resistance, calculated from ground test results, at the ultimate limit state
b;cal
R design value of the base resistance of a pile
b;d
R characteristic value of the base resistance of a pile
b;k
R compressive resistance of the ground against a pile, at the ultimate limit state
c
R calculated value of R
c;cal c
R design value of R
c;d c
R characteristic value of R
c;k c
R measured value of R in one or several pile load tests
c;m c
R design value of the resistance to an action
d
R design value of the resisting force caused by earth pressure on the side of a foundation
p;d
R design value of the shaft resistance of a pile
s;d
R ultimate shaft friction, calculated using ground parameters from test results
s;cal
R characteristic value of the shaft resistance of a pile
s;k
R ultimate tensile resistance of an isolated pile
t
R design value of the tensile resistance of a pile or of a group of piles, or of the structural
t;d
tensile resistance of an anchorage
R characteristic value of the tensile resistance of a pile or a pile group
t;k
R measured tensile resistance of an isolated pile in one or several pile load tests
t;m
R resistance of a pile to transverse loads
tr
R design resistance of transversally loaded pile
tr;d
S design value of the destabilising seepage force in the ground
dst;d
S characteristic value of the destabilising seepage force in the ground
dst;k
s settlement
s immediate settlement
s settlement caused by consolidation
s settlement caused by creep (secondary settlement)
T design value of total shearing resistance that develops around a block of ground in
d
which a group of tension piles is placed, or on the part of the structure in contact with
the ground
u pore-water pressure
u design value of destabilising total pore-water pressure
dst;d
V vertical load, or component of the total action acting normal to the foundation base
V design value of V
d
V' design value of the effective vertical action or component of the total action acting
d
normal to the foundation base
V design value of the destabilising vertical action on a structure
dst;d
V characteristic value of the destabilising vertical action on a structure
dst;k
X design value of a material property
d
X characteristic value of a material property
k
z vertical distance
Greek letters
α inclination of a foundation base to the horizontal
β slope angle of the ground behind a wall (upward positive)
δ structure-ground interface friction angle
δ design value of δ
d
γ weight density
γ ' effective weight density
γ partial factor for anchorages
a
γ partial factor for permanent anchorages
a;p
γ partial factor for temporary anchorages
a;t
γ partial factor for the base resistance of a pile
b
γ partial factor for the effective cohesion
c'
γ partial factor for the undrained shear strength
cu
γ partial factor for the effect of an action
E
γ partial factor for actions, which takes account of the possibility of unfavourable deviations
f
of the action values from the representative values
γ partial factor for an action
F
γ partial factor for a permanent action
G
γ partial factor for a permanent destabilising action
G;dst
γ partial factor for a permanent stabilising action
G;stb
γ partial factor for a soil parameter (material property)
m
γ partial factor for a soil parameter in stratum i
m;i
γ partial factor for a soil parameter (material property), also accounting for model
M
uncertainties
γ partial factor for a variable action
Q
γ partial factor for unconfined strength
qu
γ partial factor for a resistance
R
γ partial factor for uncertainty in a resistance model
R;d
γ partial factor for earth resistance
R;e
γ partial factor for sliding resistance
R;h
γ partial factor for bearing resistance
R;v
γ partial factor for shaft resistance of a pile
s
γ partial factor for uncertainties in modelling the effects of actions
S;d
γ partial factor for a destabilising action causing hydraulic failure
Q;dst
γ partial factor for a stabilising action against hydraulic failure
Q;stb
γ partial factor for tensile resistance of a pile
s;t
γ partial factor for total resistance of a pile
t
γ weight density of water
w
γ partial factor for the angle of shearing resistance (tan ϕ’)
ϕ’
γ partial factor for weight density
γ
θ direction angle of H
ξ correlation factor depending on the number of piles tested or of profiles of tests
ξ correlation factor for anchorages
a
ξ ; ξ correlation factors to evaluate the results of static pile load tests
1 2
ξ ; ξ correlation factors to derive the pile resistance from ground investigation results, not
3 4
being pile load tests.
ξ ; ξ correlation factors to derive the pile resistance from dynamic impact tests
5 6
ψ factor for converting the characteristic value to the representative value
σ design value of stabilising total vertical stress
stb;d
σ' horizontal component of effective earth pressure at rest
h;0
σ(z) stress normal to a wall at depth z
τ(z) stress tangential to a wall at depth z
ϕ' angle of shearing resistance in terms of effective stress
ϕ critical state angle of shearing resistance
cv
ϕ design value of ϕ
cv;d cv
ϕ′ design value of ϕ'
d
Abbreviations
CFA Continuous flight auger piles
OCR over-consolidation ratio
NOTE 1 The symbols commonly used in all Eurocodes are defined in EN 1990:2002
NOTE 2 The notation of the symbols used is based on ISO 3898:1997.
(2) For geotechnical calculations, the following units or their multiples are recommended:
— force kN
— mass kg
— moment kNm
— mass density kg/m
— weight density kN/m
— stress, pressure, strength and stiffness kPa
— coefficient of permeability m/s
— coefficient of consolidation m /s

Section 2 Basis of geotechnical design
2.1 Design requirements
(1)P For each geotechnical design situation it shall be verified that no relevant limit state, as
defined in EN 1990:2002, is exceeded.
(2) When defining the design situations and the limit states, the following factors should be
considered:
— site conditions with respect to overall stability and ground movements;
— nature and size of the structure and its elements, including any special requirements such
as the design life;
— conditions with regard to its surroundings (e.g.: neighbouring structures, traffic, utilities,
vegetation, hazardous chemicals);
— ground conditions;
— ground-water conditions;
— regional seismicity;
— influence of the environment (hydrology, surface wa
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