FprEN 1993-1-11

SLOVENSKI STANDARD
oSIST prEN 1993-1-11:2024
01-junij-2024
Nadomešča:
SIST EN 1993-1-11:2007
Evrokod 3 - Projektiranje jeklenih konstrukcij - 1-11. del: Natezne komponente
Eurocode 3 - Design of steel structures - Part 1-11: Tension components
Eurocode 3 - Bemessung und Konstruktion von Stahlbauten - Teil 1-11: Zugglieder
Eurocode 3 - Calcul des structures en acier - Partie 1-11 : Eléments tendus
Ta slovenski standard je istoveten z: prEN 1993-1-11
ICS:
91.010.30 Tehnični vidiki Technical aspects
91.080.13 Jeklene konstrukcije Steel structures
93.040 Gradnja mostov Bridge construction
oSIST prEN 1993-1-11:2024 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

oSIST prEN 1993-1-11:2024
oSIST prEN 1993-1-11:2024
DRAFT
EUROPEAN STANDARD
prEN 1993-1-11
NORME EUROPÉENNE
EUROPÄISCHE NORM
March 2024
ICS 91.010.30; 91.080.13; 93.040 Will supersede EN 1993-1-11:2006
English Version
Eurocode 3 - Design of steel structures - Part 1-11:
Tension components
Eurocode 3 - Calcul des structures en acier - Partie 1- Eurocode 3 - Bemessung und Konstruktion von
11 : Eléments tendus Stahlbauten - Teil 1-11: Zugglieder
This draft European Standard is submitted to CEN members for enquiry. It has been drawn up by the Technical Committee
CEN/TC 250.
If this draft becomes a European Standard, 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.

This draft European Standard was established by CEN 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, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway,
Poland, Portugal, Republic of North Macedonia, Romania, Serbia, Slovakia, Slovenia, Spain, Sweden, Switzerland, Türkiye and
United Kingdom.
Recipients of this draft are invited to submit, with their comments, notification of any relevant patent rights of which they are
aware and to provide supporting documentation.

Warning : This document is not a European Standard. It is distributed for review and comments. It is subject to change without
notice and shall not be referred to as a European Standard.

EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION

EUROPÄISCHES KOMITEE FÜR NORMUNG

CEN-CENELEC Management Centre: Rue de la Science 23, B-1040 Brussels
© 2024 CEN All rights of exploitation in any form and by any means reserved Ref. No. prEN 1993-1-11:2024 E
worldwide for CEN national Members.

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Contents Page
European foreword . 5
0 Introduction . 6
1 Scope . 9
1.1 Scope of EN 1993-1-11 . 9
1.2 Assumptions . 9
2 Normative references . 9
3 Terms, definitions and symbols .10
3.1 Terms and definitions .10
3.1.1 Components and elements .10
3.1.2 Material proprieties .11
3.1.3 Manufacturing and installation.12
3.2 Symbols .12
3.2.1 General .12
3.2.2 Latin upper-case symbols .12
3.2.3 Latin lower-case symbols .13
3.2.4 Greek upper-case symbols .14
3.2.5 Greek lower-case symbols .14
3.3 Groups .16
4 Basis of design .16
4.1 General rules .16
4.1.1 Basic requirements .16
4.1.2 Structural reliability .16
4.2 Principle of limit state design .17
4.3 Basic variables for actions .17
4.3.1 Self-weight of tension components .17
4.3.2 Wind actions .17
4.3.3 Ice loading .17
4.3.4 Thermal actions .17
4.3.5 Prestressing .17
4.3.6 Replacement and accidental loss of tension components .17
4.3.7 Fatigue loads .18
4.4 Verification by the partial factor method .19
5 Material .20
5.1 General .20
5.2 Group A tension elements .20
5.2.1 Nominal tensile strength and nominal yield strength .20
5.2.2 Modulus of elasticity .20
5.2.3 Creep and relaxation .21
5.3 Group B tension elements .21
5.3.1 Nominal tensile strength grade of steel wires .21
5.3.2 Modulus of deformation .21
5.3.3 Creep and relaxation .22
5.3.4 Friction coefficients .22
5.4 Group C tension elements .23
5.4.1 Nominal tensile strength grade of steel wires and strands .23
5.4.2 Modulus of elasticity .23
5.4.3 Creep and relaxation .23
5.4.4 Friction coefficients .23
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6 Durability . 24
7 Structural analysis . 24
7.1 General . 24
7.2 Nonlinear effects from deformations . 24
7.3 Nonlinear analysis . 25
7.4 Dynamic analysis . 25
7.5 Aerodynamic instability . 26
8 Ultimate limit states . 26
8.1 General . 26
8.2 Group A tension components . 27
8.2.1 Tension rod system made of structural steel or stainless steel. 27
8.2.2 Tension rod system made of concrete reinforcement steel or prestressing steel . 27
8.3 Group B tension components . 28
8.4 Group C tension components . 29
8.5 Saddles . 30
8.5.1 General . 30
8.5.2 Group B tension components . 30
8.5.3 Group C tension components . 32
8.6 Clamps . 36
8.6.1 General . 36
8.6.2 Prevention of slipping of clamps . 36
8.6.3 Transverse pressure. 40
9 Serviceability limit states . 40
10 Fatigue . 40
10.1 General . 40
10.2 Terminations . 40
10.3 Tension elements . 40
11 Testing . 43
Annex A (normative) Product and test requirements for tension components . 44
A.1 Use of this annex . 44
A.2 Scope and field of application . 44
A.3 Group A tension components . 44
A.4 Group B tension components . 47
A.5 Group C tension components . 53
Annex B (informative) Glossary . 63
B.1 Use of this annex . 63
B.2 Scope and field of application . 63
B.3 Group A tension components . 64
B.4 Group B tension components . 68
B.5 Group C tension components . 72
B.6 Group D parallel wire tension components for suspended structures . 75
Annex C (normative) Additional rules for Group D parallel wire tension components for
suspended structures . 77
C.1 Use of this annex . 77
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C.2 Scope and field of application .77
C.3 Materials .77
C.4 Ultimate limit states .78
Bibliography .83

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European foreword
This document (prEN 1993-1-11:2024) has been prepared by Technical Committee CEN/TC 250
“Structural Eurocodes”, the secretariat of which is held by BSI. CEN/TC 250 is responsible for all
Structural Eurocodes and has been assigned responsibility for structural and geotechnical design matters
by CEN.
This document is currently submitted to the CEN Enquiry.
This document will supersede EN 1993-1-11:2006 and its corrigenda.
The first generation of EN Eurocodes was published between 2002 and 2007. This document forms part
of the second generation of the Eurocodes, which have been prepared under Mandate M/515 issued to
CEN by the European Commission and the European Free Trade Association.
The Eurocodes have been drafted to be used in conjunction with relevant execution, material, product
and test standards, and to identify requirements for execution, materials, products and testing that are
relied upon by the Eurocodes.
The Eurocodes recognize the responsibility of each Member State and have safeguarded their right to
determine values related to regulatory safety matters at national level through the use of National
Annexes.
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0 Introduction
0.1 Introduction to the Eurocodes
The Structural Eurocodes comprise the following standards generally consisting of a number of Parts:
— EN 1990 Eurocode — Basis of structural and geotechnical design
— EN 1991 Eurocode 1 — Actions on structures
— 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 Eurocode 7 — Geotechnical design
— EN 1998 Eurocode 8 — Design of structures for earthquake resistance
— EN 1999 Eurocode 9 — Design of aluminium structures
— New parts are under development, e.g. Eurocode for design of structural glass
The Eurocodes are intended for use by designers, clients, manufacturers, constructors, relevant
authorities (in exercising their duties in accordance with national or international regulations),
educators, software developers, and committees drafting standards for related product, testing and
execution standards.
NOTE Some aspects of design are most appropriately specified by relevant authorities or, where not specified,
can be agreed on a project-specific basis between relevant parties such as designers and clients. The Eurocodes
identify such aspects making explicit reference to relevant authorities and relevant parties.
0.2 Introduction to the EN 1993 series
(1) The EN 1993 series applies to the design of buildings and civil engineering works in steel. It complies
with the principles and requirements for the safety and serviceability of structures, the basis of their
design and verification that are given in EN 1990 Eurocode — Basis of structural and geotechnical design.
(2) The EN 1993 series is concerned only with requirements for resistance, serviceability, durability and
fire resistance of steel structures. Other requirements, e.g. concerning thermal or sound insulation, are
not covered.
(3) The EN 1993 series is subdivided in various parts:
EN 1993-1, Design of Steel Structures — Part 1: General rules and rules for buildings;
EN 1993-2, Design of Steel Structures — Part 2: Bridges;
EN 1993-3, Design of Steel Structures — Part 3: Towers, masts and chimneys;
EN 1993-4, Design of Steel Structures — Part 4: Silos and tanks;
EN 1993-5, Design of Steel Structures — Part 5: Piling;
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EN 1993-6, Design of Steel Structures — Part 6: Crane supporting structures;
EN 1993-7, Design of steel structures — Part 7: Sandwich panels.
(4) EN 1993-1 in itself does not exist as a physical document, but comprises the following 14 separate
parts, the basic part being EN 1993-1-1:
EN 1993-1-1, Design of Steel Structures — Part 1-1: General rules and rules for buildings;
EN 1993-1-2, Design of Steel Structures — Part 1-2: Structural fire design;
EN 1993-1-3, Design of Steel Structures — Part 1-3: Cold-formed members and sheeting;
NOTE Cold formed hollow sections supplied according to EN 10219 are covered in EN 1993-1-1.
EN 1993-1-4, Design of Steel Structures — Part 1-4: Stainless steel structures;
EN 1993-1-5, Design of Steel Structures — Part 1-5: Plated structural elements;
EN 1993-1-6, Design of Steel Structures — Part 1-6: Strength and stability of shell structures;
EN 1993-1-7, Design of Steel Structures — Part 1-7: Plate assemblies with elements under transverse loads
EN 1993-1-8, Design of Steel Structures — Part 1-8: Joints;
EN 1993-1-9, Design of Steel Structures — Part 1-9: Fatigue;
EN 1993-1-10, Design of Steel Structures — Part 1-10: Material toughness and through-thickness
properties;
EN 1993-1-11, Design of Steel Structures — Part 1-11: Tension components;
EN 1993-1-12, Design of Steel Structures — Part 1-12: Additional rules for steel grades up to S960;
EN 1993-1-13, Design of Steel Structures — Part 1-13: Beams with large web openings;
EN 1993-1-14, Design of Steel Structures — Part 1-14: Design assisted by finite element analysis.
(5) All subsequent parts EN 1993-1-2 to EN 1993-1-14 treat general topics that are independent from
the structural type like structural fire design, cold-formed members and sheeting, stainless steels, plated
structural elements, etc.
(6) All subsequent parts numbered EN 1993-2 to EN 1993-7 treat topics relevant for a specific structural
type like steel bridges, towers, masts and chimneys, silos and tanks, piling, crane supporting structures,
etc. EN 1993-2 to EN 1993-7 refer to the generic rules in EN 1993-1 and supplement them.
0.3 Introduction to EN 1993-1-11
EN 1993-1-11 provides rules for structural design of tension components made of steel, in addition to
other parts of EN 1993, for use in structures made of steel or other materials as e.g. concrete, steel-
concrete composite and timber.
EN 1993-1-11 is intended for use by:
— committees drafting design related products, testing and execution standards,
— clients (e.g. for the formulation of their specific requirements),
— designers and constructors,
— relevant authorities.
Numerical values for partial factors and other reliability parameters are recommended as basic values
that provide an acceptable level of reliability. They have been selected assuming that an appropriate level
of workmanship and quality management applies.
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0.4 Verbal forms used in the Eurocodes
The verb “shall” expresses a requirement strictly to be followed and from which no deviation is permitted
in order to comply with the Eurocodes.
The verb “should” expresses a highly recommended choice or course of action. Subject to national
regulation and/or any relevant contractual provisions, alternative approaches could be used/adopted
where technically justified.
The verb “may” expresses a course of action permissible within the limits of the Eurocodes.
The verb “can” expresses possibility and capability; it is used for statements of fact and clarification of
concepts.
0.5 National annex for EN 1993-1-11
National choice is allowed in this standard where explicitly stated within notes. National choice includes
the selection of values for Nationally Determined Parameters (NDPs).
The national standard implementing EN 1993-1-11 can have a National Annex containing all national
choices to be used for the design of buildings and civil engineering works to be constructed in the relevant
country.
When no national choice is given, the default choice given in this standard is to be used.
When no national choice is made and no default is given in this standard, the choice can be specified by a
relevant authority or, where not specified, agreed for a specific project by appropriate parties.
National choice is allowed in EN 1993-1-11 through notes to the following clauses:
4.3.6(1) 4.3.6(3) 4.4(3) 5.2.1(2)
5.3.1(2) 5.4.1(2) 8.2.2(1) 8.3(1)
8.4(1) 8.5.2.2(1) 8.5.3.2(1) 8.6.2(1)
10.3(1) 11(1) C.3.1(1) C.4.2(1)
C.4.3.2(1) C.4.4.1 (1)
National choice is allowed in EN 1993-1-11 on the application of the following informative annex:
Annex B
The National Annex can contain, directly or by reference, non-contradictory complementary information
for ease of implementation, provided it does not alter any provisions of the Eurocodes.
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1 Scope
1.1 Scope of EN 1993-1-11
(1) EN 1993-1-11 provides rules for structural design of tension components made of steel, in addition
to other parts of EN 1993, for use in structures made of steel or other materials such as concrete, steel-
concrete composite and timber.
(2) EN 1993-1-11 covers the resistance, serviceability and durability of steel tension elements.
(3) The following items/aspects are outside the scope of EN 1993-1-11:
— pre- or post-tensioned systems in accordance with EN 1992-1-1 and EN 1992-2;
— reinforcing steel as part of a concrete structure in accordance with EN 1992-1-1;
— tension components in piling;
— detailed design of terminations.
1.2 Assumptions
(1) Unless specifically stated, EN 1990, EN 1991 and the EN 1993-1 series apply.
(2) The design methods given in EN 1993-1-11 are applicable if:
— execution quality is according to EN 1090-2; and
— the construction materials and products used are as specified in the relevant parts of the EN 1993
series, or in the relevant material and product specifications.
(3) EN 1993-1-11 is used in conjunction with ENs, EADs and ETAs for tension components.
2 Normative references
The following documents are referred to in the text in such a way that some or all of their content
constitutes requirements of this document. For dated references, only the edition cited applies. For
undated references, the latest edition of the referenced document (including any amendments) applies.
NOTE See the Bibliography for a list of other documents cited that are not normative references, including
those referenced as recommendations (i.e. in ‘should’ clauses), permissions (i.e. through ‘may’ clauses), possibilities
(‘can’ clauses), and in notes.
EN 1090-2, Execution of steel structures and aluminium structures — Part 2: Technical requirements for
steel structures
EN 1990:2023, Eurocode — Basis of structural and geotechnical design
EN 1991 (all parts), Eurocode 1 — Actions on structures
EN 1993 (all parts), Eurocode 3 — Design of steel structures

As impacted by EN 1990:2023/prA1:2024
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3 Terms, definitions and symbols
3.1 Terms and definitions
For the purposes of this document, the following terms and definitions apply.
3.1.1 Components and elements
3.1.1.1
tension component
tension element with terminations including accessories if applicable (e.g. corrosion protection,
guiding, .)
3.1.1.2
tension element
component to transfer tensile forces from one termination to the other
3.1.1.3
termination
component to transfer tensile forces from the tension element into the structure or into axially connected
tension elements
3.1.1.4
rod
circular solid rods made of structural steel, stainless steel, concrete reinforcement steel or prestressing
steel
3.1.1.5
wire
product manufactured by cold working of wire rod that is in a suitable metallurgical condition for cold
working
3.1.1.6
strand
product made of an assembly of wires of appropriate shape and dimensions laid helically in the same or
opposite direction in one or more layers around a centre wire
3.1.1.7
7-wire strand
product consisting of six cold drawn wires laid helically in the same direction and with the same lay length
around a centre wire
3.1.1.8
spiral rope
product made of a minimum of two layers of wires laid helically around a centre wire
3.1.1.9
spiral strand rope
product comprising only round wires
3.1.1.10
stranded rope
product made of several strands laid helically in one or more layers around a core (single layer rope) or
centre (rotation-resistant or parallel-closed rope)
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3.1.1.11
full-locked coil rope
product made of a core wire and of one or several layers of round wires stranded on top of this round
wire core and one or several layers of shaped wires in alternating direction
3.1.1.12
parallel wire system
PWS
product made of a bundle of parallel prestressing wires with terminations
3.1.1.13
parallel strand system
PSS
product made of a bundle of parallel 7-wire strands with terminations
3.1.1.14
prefabricated parallel wire strands
PPWS
products made of a bundle of parallel high strength steel wires with terminations at both ends
Note 1 to entry: The parallel wires in each PPWS are usually assembled in a hexagonal shape by means of special
bands. Several PPWSs are usually assembled and compacted to form a circular cable which is wrapped with a mild
steel wire.
3.1.1.15
air spun bundles
tension elements made from arial spinning of parallel high strength wire
Note 1 to entry: Several bundles are usually compacted to a circular shape and wrapped by a mild steel wire.
3.1.1.16
saddle
support between a continuous tension element and the structure, transferring deviation forces
3.1.1.17
clamp
part that transfers the load from a secondary tension component to a continuous tension element
3.1.2 Material proprieties
3.1.2.1
modulus of deformation
equivalent material property resulting from the axial deformation property of tension elements that can
be a combination of the wire modulus and geometric assembly of the wires if arranged in helixes
3.1.2.2
creep
time-dependant elongation (strain) of tension elements under permanent constant stress
3.1.2.3
relaxation
time-dependant reduction of stress in tension elements under fixed strain
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3.1.3 Manufacturing and installation
3.1.3.1
pre-stretching
several load cycles that are applied to a spiral rope as part of the manufacturing process
Note 1 to entry: Pre-stretching removes initial permanent elongation and makes the rope perform linear elastic.
3.1.3.2
prestressing
process of initial tensioning of a tension component by applying a controlled deformation or a controlled
force
3.2 Symbols
3.2.1 General
(1) For the purposes of this document, the following symbols apply.
3.2.2 Latin upper-case symbols
A nominal metallic cross-section of the tension element
m
E modulus of elasticity of steel used in the tension component
design value of the effect of the action with all tension components intact

E
d1
design value of the effect of the action with the relevant tension components removed

E
d2
design value of the effect of the accidental loss of the tension component(s)

E
d
E modulus of deformation of group B tension element
Q
effective modulus of elasticity of the tension component
E
t
F calculated minimum breaking force of the tension element
c.min
design value of the tension element axial force
F
Ed
component of external design load parallel to the tension element
F
Ed
component of the external design load perpendicular to the continuous tension element

F
Ed⊥
F friction force measured in a clamp slippage test
frict
F characteristic value of maximal tensile strength for prestressing steel
m
F characteristic value of the strength for 0,1 % strain of prestressing steel
p0,1
Fp,C preloading force for a bolt
design value of the tension element resistance
F
Rd
clamping force
F
r
initial clamping force, and equal to the initial preloading force in the bolts, summed over all bolts
F
ri
slip resistant force measured in a slippage clamp test

F
r||
F characteristic value of the tension element breaking force
uk
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F characteristic value of the tension element yield strength
yk
L total arc length of the saddle
L arc length of the saddle between the two theoretical tangent points of the tension element under
the most unfavourable characteristic combination of actions and the catenary effects
contact length of the clamp
L
clamp
horizontal projection length of the tension component between terminations
L
h
N
number of stress cycles during the design service life
*
reference value of the number of stress cycles for fatigue resistance ∆σ*
N
design value of the applied number of cycles
N
Ed
P bound perimeter
P characteristic value of the prestressing force
k
R radius of curvature of the tension element inside the saddle
R minimum radius of curvature of the saddle of group C tension component
min
3.2.3 Latin lower-case symbols
d nominal diameter of the rope, single wire, or strand
′ contact width of the rope
d
bond strength in the ultimate limit state between strands and grout or between grout and saddle
f
bpd
tube
design tensile strength of the grout
f
ctd
f characteristic tensile strength of prestressing steel
pk
f characteristic value of tensile strength of reinforcement steel
t
f characteristic value of the tensile strength of steel wires or (prestressing) strands
uk
f characteristic value of 0,2 %-yield strength of reinforcement steel
yk
number of individual wires or strands passing in the saddle
n
w
number of bolts of a clamp
n
b
number of activated surfaces for shear transfer
n
s
number of strand’s layers of a type 2 saddle of group C tension component
n sl
k factor to account the dynamic effect of an accidental loss of a tension component(s)
slopes of fatigue resistance curve
m ,
m
bending factor to consider measures to minimize bending stresses of the tension element at the
k
b
termination
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clamping force coefficient to account for the relationship between the bolt force and the integral
k
c,s
contact pressure between clamp and the tension element, for each surface
loss factor for the termination
k
e
external load coefficient
k
ef,s
consequence factor applicable to actions for reliability differentiation
k
F
phase factor to consider the design situation for group B tension components
k
p,B
phase factor to consider the design situation for group C tension components

k
pC,
bolt force reduction coefficient due to long term effects
k
r
transverse pressure due to the clamping force
q
Ed
limiting value of the transverse pressure for clamps and saddles
q
lim
radius of the saddle at the contact surface with the tension element
r
rounding radius at the saddle ends
r
w unit weight of the tension component
3.2.4 Greek upper-case symbols
additional action effect due to the accidental loss of the tension component(s)
∆E
d
∆L additional arc length of the saddle
∆α
imposed tension element rotations of the test specimen
∆σ stress range
∆σ* reference value of the fatigue resistance at N* cycles
∆σ reference value of the fatigue resistance at N = 2 million stress cycles (detail category)
C C
design value of the applied stress range according to EN 1993-1-9
∆σ
Ed
∆σt axial stress range of the test specimen
ΔT Temperature variation of the test specimen
3.2.5 Greek lower-case symbols
α arc angle in radians between theoretical tangent points (deviation angle) of the tension element
passing over the saddle
γE Partial factor applied to the effects of actions accounting for the uncertainties covered by γf and
γ
Rd
γ Partial factor for actions, accounting for the uncertainties covered by γ and γ
F f Rd
γ partial factor for permanent actions
G
γ partial factor for a permanent action that produces favourable effects
G,fav
γ partial factor for fatigue resistance
Mf
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partial factor for friction between group B tension element and the saddle resulting from the
γ
M,,fr B1
deviation force of the tension element
partial factor for friction between group B tension element and a clamp or saddle resulting from
γ
M,,fr B2
the clamping force
partial factor for friction between group B tension element and a clamp resulting from the
γ
M,,fr B3
component of the external design load perpendicular to the continuous tension element
partial factor for friction between group B tension element and a clamp resulting from the
γ
M,,fr B4
clamping force
partial factor for friction between group C tension element and the saddle resulting from the
γ
M,,fr C1
deviation force of the tension element
partial factor for friction between group D tension element and the saddle resulting from the
γ
M,,fr D1
deviation force of the tension element
partial factor for friction between group D tension element and a clamp resulting from the
γ
M,,fr D3
component of the external design load perpendicular to the continuous tension element
partial factor for friction between group D tension element and a clamp resulting from the
γ
M,,fr D4
clamping force
partial factor for group A tension elements
γ
Mt,A
partial factor for group B tension elements
γ
Mt,B
partial factor for group C tension elements
γ
Mt,C
partial factor for group D tension elements
γ
Mt,D
partial factor for prestressing actions of the tension component
γ
PT
partial factor for prestressing actions of the tension component that produces favourable
γ
PT,fav
effects
partial factor for reinforcing or prestressing steel
γ
s
µ friction coefficient
coefficient that takes into account the type of tendon and the bond situation at the saddle
η
p2
σ stress in the tension component
σ constant axial stress of the test specimen
cst
σ maximum axial stress of the test specimen
max
σ minimum axial stress of the test specimen
min
σ maximum stress as a function of the fatigue detail category
sup,Cd
σ maximal stress caused by the frequent combinations of actions
sup,Ed
σ characteristic value of the breaking strength of the steel used in the tension element
u,k
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3.3 Groups
(1) Tension components are classified into groups A, B and C according to Table 3.1.
Table 3.1 — Groups of tension components
Group Tension element Tension component
tension rod system made of structural
steel or stainless steel
tension rod system made of concrete
A rod
reinforcement steel
tension rod system made of prestressing
steel
rope made of circular wire spiral strand rope with terminations
rope made of circular wire and stranded wire stranded rope (type IWRC or WSC) with
B
terminations
rope made of circular and Z-shaped wires full-locked coil rope with terminations
bundle made of circular prestressing wires parallel wire system (PWS)
C
bundle made of 7-wire prestressing strands parallel strand system (PSS)
NOTE 1 In addition, Group D tension components are defined in Annex C – Parallel wire tension components for
suspended structures.
NOTE 2 Examples of tension components for groups A, B, C and D are illustrated in Annex B.
(2) For the design of Group D, parallel wires tension components for suspended structures (i.e. for
suspension bridges and other suspended structures), use the additional provisions in Annex C
(normative).
(3) For hangers of tied-arch bridges using rod tension elements, the rules from prEN 1993-2:2024,
Annex A should additionally apply.
4 Basis of design
4.1 General rules
4.1.1 Basic requirements
(1) The design of tension components shall be in accordance with the general rules given in
EN 1990:2023 and the EN 1991 series and the specific design provisions for steel structures given in the
other relevant parts of the EN 1993-1 series.
(2) Tension components designed according to this document shall be executed according to EN 1090-2.
(3) Tension components designed according to this document shall comprise construction materials and
products used as specified in the relevant parts of EN 1993, or in the relevant material and product
specifications.
4.1.2 Structural reliability
(1) The rules in EN 1993-1-1 apply.
oSIST prEN 1993-1-11:2024
prEN 1993-1-11:2024 (E)
4.2 Principle of limit state design
(1) The following limit states shall be considered in designing tension components:
1) Ultimate Limit States (ULS): Applied axial loads shall not exceed the design tension resistance in
accordance with Clause 8.
Fatigue stress ranges from axial load shall not exceed the limiting values in accordance with
Clause 10.
Effects from transverse loads shall be addressed by adequate structural details in accordance with
Clause 8 and Clause 10.
2) Serviceability Limit States (SLS): Stress levels and deflection in the tension component shall be in
accordance with Clause 9.
4.3 Basic variables for actions
4.3.1 Self-weight of tension components
(1) The characteristic value of the self-weight of tension components should be determined from their
geometry and the density of the materials, including corrosion protection system and casing if applicable.
(2) For tension elements of group B data for self-weight may be in accordance with EN 12385-2,
EN 12385-4 and EN 12385-10.
4.3.2 Wind actions
(1) The wind effects should include:
— the static effects of wind drag on the tension component in accordance with EN 1991-1-4, including
deflections and bending effects near the ends of the tension component,
— aerodynamic and other excitation causing possible oscillation of the tension components in
accordance with 7.4 and 7.5 and EN 1991-1-4.
4.3.3 Ice loading
(1) The ice loading should be in accordance with EN 1991-1-9.
4.3.4 Thermal actions
(1) The thermal actions in accordance with EN 1991-1-5 should include temperature changes and the
effects of differential temperatures between the tension components and the structure.
4.3.5 Prestressing
(1) Prestressing of a tension component should be performed either by applying a controlled
deformation or a controlled force.
(2) The design value of prestress may be based on the characteristic value of the prestressing force, P , in
k
accordance with EN 1990:2023, 6.1.3.
4.3.6 Replacement and accidental loss of tension components
(1) Wh
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