SIST EN 1997-1:2005/A1:2014

SLOVENSKI STANDARD
01-maj-2014
(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: Règles générales
Ta slovenski standard je istoveten z: EN 1997-1:2004/A1:2013
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 1997-1:2004/A1
NORME EUROPÉENNE
EUROPÄISCHE NORM
November 2013
ICS 93.020; 91.010.30
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 amendment A1 modifies the European Standard EN 1997-1:2004; it was approved by CEN on 8 August 2013.

CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for inclusion of this
amendment into the relevant national standard without any alteration. Up-to-date lists and bibliographical references concerning such
national standards may be obtained on application to the CEN-CENELEC Management Centre or to any CEN member.

This amendment 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 CEN-CENELEC Management Centre has the same status as the
official versions.
CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech Republic, Denmark, Estonia,
Finland, Former Yugoslav Republic of Macedonia, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania,
Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland, Turkey and United
Kingdom.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION

EUROPÄISCHES KOMITEE FÜR NORMUNG

CEN-CENELEC Management Centre: Avenue Marnix 17, B-1000 Brussels
© 2013 CEN All rights of exploitation in any form and by any means reserved Ref. No. EN 1997-1:2004/A1:2013: E
worldwide for CEN national Members.

Contents Page
Foreword .3
1 Modification to the Contents .4
2 Modifications to National annex for EN 1997-1 .4
3 Modification to 1.1.2 .4
4 Modification to 1.2 .5
5 Modification to 1.6 .5
6 Modification to Section 8 .7
7 Modifications to Section 9 . 14
8 Modification to 10.2 . 15
9 Modification to 11.4 . 15
10 Modification to Annex A title and A.1 . 15
11 Modification to A.3.3.4 . 16
12 Modifications to A.4 . 16
13 Modification to A.5 . 17
14 Modification to B.3 . 19

Foreword
This document (EN 1997-1:2004/A1:2013) has been prepared by Technical Committee CEN/TC 250
“Structural Eurocodes”, the secretariat of which is held by BSI.
This Amendment to the European Standard EN 1997-1:2004 shall be given the status of a national standard,
either by publication of an identical text or by endorsement, at the latest by November 2014, and conflicting
national standards shall be withdrawn at the latest by November 2014.
Attention is drawn to the possibility that some of the elements of this document may be the subject of patent
rights. CEN shall not be held responsible for identifying any or all such patent rights.
According to the CEN-CENELEC Internal Regulations, the national standards organizations of the following
countries are bound to implement this European Standard: Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech
Republic, Denmark, Estonia, Finland, Former Yugoslav Republic of Macedonia, France, Germany, Greece,
Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal,
Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland, Turkey and the United Kingdom.
1 Modification to the Contents
Page 3
Delete: “Section 8 Anchorages”
and replace with:
“Section 8
Anchors”.
2 Modifications to National annex for EN 1997-1
Page 8
National Annex for EN 1997-1
Delete:
“8.5.2(2)P, 8.5.2(3), 8.6(4)”
and replace with:
“8.4(6)P, 8.4(7)P, 8.5.1(1)P, 8.5.1(2)P, 8.5.2(1)P, 8.5.2(2)P, 8.5.2(3)P, 8.5.2(5)P, 8.5.3(1)P, 8.5.3(2)P,
8.5.3(3)P, 8.5.3(4)P, 8.6.2(2)P, 8.6.2(3)P”.
Delete:
“
— 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,”
and replace with:
“
— A.3.1, A.3.2, A.3.3.1, A.3.3.2, A.3.3.3, A.3.3.5, A.3.3.6,”.
After:
“
— A.5”,
add:
“
— A.6”.
3 Modification to 1.1.2
Page 9
1.1.2 Scope of EN 1997-1
Delete in 1.1.2(2):
“Section 8: Anchorages”
and replace with:
“Section 8: Anchors”.
4 Modification to 1.2
Page 10
1.2 Normative references
After:
“EN 1992 Eurocode 2 Design of concrete structures”,
add:
“EN 1992-1-1:2004 Eurocode 2: Design of concrete structures – Part 1-1: General rules and rules for
buildings”.
Replace:
“EN 1537:1999 Execution of special geotechnical work; Ground anchors”
with:
“EN 1537 Execution of special geotechnical work; Ground anchors”.
After:
“EN ISO 13793:2001 Thermal performance of buildings – Thermal design of foundations to avoid frost
heave”,
add:
“EN ISO 22477-5 Geotechnical investigation and testing – testing of geotechnical structures – Part
5:Testing of anchors (in preparation)”.
5 Modification to 1.6
Page 13
1.6 Symbols
Delete: “P load on anchorage”
Delete: “P proof load in a suitability test of a grouted anchorage”.
p
Delete: “R anchorage pull-out resistance”
a
Delete: “R design value of R ”
a;d a
Delete: “R characteristic value of R ”
a;k a
Delete:
design value of the tensile resistance of a pile or of a group of piles, or of the structural tensile
“R
t;d
resistance of an anchorage”
and replace with:
design value of the tensile resistance of a pile or of a group of piles”.
“R
t;d
partial factor for anchorages”.
Delete: “γ
a
partial factor for permanent anchorages”.
Delete: “γ
a;p
partial factor for temporary anchorages”.
Delete: “γ
a;t
correlation factor for anchorages”.
Delete: “ξ
a
After:
“z vertical distance”,
add:
(begin text)
Latin letters used in Section 8
ultimate limit state design force to be resisted by the anchor
E
ULS;d
design value of the maximum anchor force, including effect of lock off load, and sufficient to prevent
F
Serv;d
a serviceability limit state in the supported structure
characteristic value of the maximum anchor force, including effect of lock off load, and sufficient to
F
Serv;k
prevent a serviceability limit state in the supported structure
design value of the force required to prevent any ultimate limit state in the supported structure
F
ULS;d
permissible cumulative loss of load over specified time period, defined in EN ISO 22477-5, used to
k
l;SLS
determine serviceability limit state resistance of an anchor
permissible cumulative loss of load over specified time period, defined in EN ISO 22477-5, used to
k
l;ULS
determine ultimate limit state resistance of an anchor
n minimum number of investigation and/or suitability tests
the critical creep load, determined as the load corresponding to the end of the pseudo linear part of the α
P
c
versus load diagram as defined in EN ISO 22477-5
lock-off load, load left in the anchor head immediately on completion of the stressing operation
P
o
proof load, maximum test load to which an anchor is subjected in a particular load test
P
p
measured value of the resistance of an anchor
R
m
design value of the resistance of an anchor complying with serviceability limit state criteria
R
SLS;d
R characteristic value of the resistance of an anchor complying with serviceability limit state criteria
SLS;k
measured value of the resistance of an anchor complying with serviceability limit state criteria
R
SLS;m
) lowest value of R measured from a number of investigation or suitability tests (n), for each
(R
SLS;m min SLS;m
distinct ground condition
ultimate limit state design resistance of the structural elements of an anchor
R
t;d
design value of the resistance of an anchor complying with ultimate limit state criteria
R
ULS;d
characteristic value of the resistance of an anchor complying with ultimate limit state criteria
R
ULS;k
measured value of the resistance of an anchor complying with ultimate limit state criteria
R
ULS;m
) lowest value of R measured from a number of investigation or suitability tests (n), for each
(R
ULS;m min ULS;m
distinct ground condition
(end text)
design value of φ' “, add:
After “φ'
d
(begin text)
Greek letters used in Section 8
creep rate defining serviceability limit state resistance of an anchor, determined from the
α
SLS
displacement per log cycle of time at constant anchor load as defined in EN ISO 22477-5
creep rate defining ultimate limit state resistance of an anchor, determined from the displacement per
α
ULS
log cycle of time at constant anchor load as defined in EN ISO 22477-5
γ ,γ ,γ ,γ ,γ partial factors
Serv a;ULS a;SLS a;acc;ULS a;acc;SLS
correlation factor
ξ
ULS
(end text)
6 Modification to Section 8
Page 91
Section 8 Anchorages
Delete the entire text of Section 8, including the title and replace with the following:
(begin text)
Section 8 Anchors
8.1 General
8.1.1 Scope
(1)P This Section shall apply to the design of temporary and permanent anchors used e.g.:
— to support a retaining structure;
— to ensure the stability of slopes, cuts or tunnels;
— to resist uplift forces on a structure;
— to prevent sliding or tilting;
— to restrain tension cables;
by transmitting a tensile force to a load resisting formation of soil or rock.
(2)P This section shall be used for the design of anchors covered by EN 1537 and other anchors that are
consistent with 8.1.2.1, such as screw anchors and expander anchors with a free length.
(3)P Tension members without a free length (such as tension piles) shall be designed using the principles
given in Section 7 ‘Pile foundations’.
(4)P Walls providing fixity for dead-man anchors shall be designed using the principles given in Section 9,
‘Retaining structures’.
(5) This section does not cover the design of soil nails or rock bolts.
8.1.2 Definitions
8.1.2.1
anchor
installation capable of transmitting an applied tensile load through a free length to a load bearing stratum
8.1.2.2
grouted anchor
anchor that uses a bonded length formed of cement grout, resin or similar material to transmit the tensile force
to the ground
NOTE A ‘grouted anchor’ in EN 1997–1 is termed a ‘ground anchor’ in EN 1537.
8.1.2.3
permanent anchor
anchor with a design life which is in excess of two years
8.1.2.4
temporary anchor
anchor with a design life of 2 years or less
8.1.2.5
tendon
part of an anchor that is capable of transmitting the tensile load from the anchor head to the resisting element
in the ground
8.1.2.6
anchor fixed length
designed length of an anchor over which the load is transmitted to the surrounding ground
8.1.2.7
anchor free length
length of the anchor between the anchorage point at the anchor head and the proximal end of the anchor fixed
length
8.1.2.8
tendon bond length for grouted anchors
length of the tendon that is bonded directly to the grout and capable of transmitting the applied tensile load
8.1.2.9
tendon free length
length of the tendon between the anchorage point at the anchor head and the proximal end of the tendon
bond length
8.1.2.10
apparent tendon free length
length of tendon which is estimated to be fully decoupled from the surrounding grout and is calculated from
the load-elastic displacement data following testing
8.1.2.11
investigation test
load test to establish the geotechnical ultimate resistance of an anchor and to determine the characteristics of
the anchor in the working load range
8.1.2.12
suitability test
load test to confirm that a particular anchor design will be adequate in particular ground conditions
8.1.2.13
acceptance test
load test to confirm that an individual anchor conforms with its acceptance criteria
8.2 Limit states
(1)P The following limit states (both individually and in combination) shall be considered for all anchors:
— structural failure of the tendon or anchor head, caused by the applied stresses;
— failure of the connection between the tendon and the resisting element in the ground;
— loss of anchor force and excessive displacements of the anchor head due to creep and relaxation;
— failure or excessive deformation of parts of the anchored structure due to the applied anchor force;
— loss of overall stability of the retained ground and the retaining structure (see Section 11);
— limit states in supported or adjacent structures, including those arising from pre-stressing forces;
— instability or excessive deformation of the zone of ground into which tensile forces from a group of
anchors are to be transferred;
— failure at the interface between the resisting element and the ground.
(2)P In addition to the limit states listed in 8.2(1)P, the following limit states (both individually and in
combination) shall be considered for all grouted anchors:
— failure at the interface between the body of grout and the ground;
— failure of the bond at the interfaces of tendon, encapsulation and grout;
— failure of the bond between the tendon and the grout.
(3) For a group of anchors, the most critical failure surface should be considered.
NOTE Depending on spacing and the profile of ground strength, this can involve displacement of part or all of the
block contained by the anchors, often combined with pull-out of the distal ends of the anchors.
8.3 Design situations and actions
(1)P Design situations shall be selected in accordance with 2.2.
(2)P In addition, consideration shall be given to:
— all pertinent limit states listed in 8.2 and their combinations;
— chemical components of ground or groundwater that can adversely affect the durability of the anchor.
(3)P The design value of the anchor load shall be derived from the design of the anchored structure, taking
into consideration ultimate and serviceability limit states.
8.4 Design and construction considerations
(1)P Anchors shall not be used unless their design and construction have been verified by investigation or
suitability tests in accordance with EN ISO 22477-5 or by comparable experience (as defined in 1.5.2.2) and
have been shown to have the required performance and durability, which have been documented.
(2)P Account shall be taken of the effects of any deformations imposed on adjacent structures when installing
the anchor and by the anchor pre-stress force.
(3) The zone of ground into which tensile forces are to be transferred should be included in site investigations
whenever possible.
(4)P For pre-stressed anchors, the anchor head shall be designed to allow the tendon to be stressed, proof-
loaded and locked-off and, if required, released, de-stressed and re-stressed.
(5)P The anchor head shall be designed to tolerate angular deviations of the anchor force, and to be able to
accommodate deformations that can occur during the design life of the structure.
(6)P Since the effectiveness of an anchor depends on its free leng
...