SIST EN 1993-1-11:2007
(Main)Eurocode 3 - Design of steel structures - Part 1-11: Design of structures with tension components
Eurocode 3 - Design of steel structures - Part 1-11: Design of structures with tension components
This Part 11 of prEN 1993-1 gives design rules for structures with tension components made of steel which due to their connections with the structure are adjustable and replaceable. Due to the requirement of adjustability and replaceability such tension components are mostly prefabricated products delivered to site and installed into the structure as a whole. Tension components that are not adjustable or replaceable, e. g. air spun cables of suspension bridges, are outside the scope of this part though rules of this part may be applicable. This part also gives rules for determining the technical requirements for prefabricated tension components for a structure and for assessing their safety, serviceability and durability.
Eurocode 3 - Bemessung und Konstruktion von Stahlbauten - Teil 1-11: Bemessung und Konstruktion von Tragwerken mit Zuggliedern aus Stahl
(1) EN 1993 1 11 regelt die Bemessung und die Konstruktion von Zuggliedern aus Stahl, die aufgrund ihrer Anschlussausbildung nachstellbar und austauschbar sind, siehe Tabelle 1.1.
ANMERKUNG Aufgrund der Anforderung, dass die Zugglieder nachstellbar und austauschbar sind, handelt es sich bei Zuggliedern im Allgemeinen um vorgefertigte Produkte, die in dem Tragwerk installiert werden. Nicht nachstellbare oder austauschbare Zugglieder, z. B. luftgesponnene Hauptkabel von Hängebrücken oder externe Spannglieder im Spann¬beton¬bau, befinden sich, obwohl ein Teil der hier angegebenen Regeln anwendbar wäre, außerhalb des Anwendungs¬bereiches von EN 1993 1 11.
(2) Die Regeln ermöglichen, technische Anforderungen an vorgefertigte Zugglieder festzulegen und ihre Tragsicherheit, Gebrauchstauglichkeit und Dauerhaftigkeit nachzuweisen.
Tabelle 1.1 Gruppen von Zuggliedern
Gruppe Hauptsächlicher Bestandteil bzw. Grundelement Zugglied
A Zugstab Zugstabsystem, Vorspannstab
B Runddraht Spiralseil
Rund und Z Draht Vollverschlossenes Seil
Rund und Litzendraht Litzenseil
C Runddraht Paralleldrahtlitze
Runddraht Paralleldrahtbündel
Sieben Drähte (Vorspann )Litze Parallellitzenbündel
ANMERKUNG 1 Produkte der Gruppe A sind Zugstäbe und Zugstabsysteme, die im Allgemeinen aus runden Voll¬stäben bestehen, mit Gewinden an den Enden. Die Anwendung erfolgt im Wesentlichen bei
- Verbänden für Dächer, Wände und Träger;
- Abspannungen für Dachelemente und Pylone;
- Zugstabsystemen in Stahl Holz Fachwerken und Stahltragwerken sowie Raumfachwerken.
ANMERKUNG 2 Produkte der Gruppe B umfassen Spirallitzen, vollverschlossene Seile und Drahtseile, die in Seil¬köpfen oder anderen Endstücken verankert sind. Sie werden hauptsächlich mit Durchmessern im Bereich von 5 mm bis 160 mm hergestellt, siehe EN 12385-2. Die Anwendung besteht im Wesentlichen in
- Abspannungen: für Antennen, Kamine, Maste und Brücken;
- Tragseilen und Randseilen: für Leichtbautragwerke;
Eurocode 3 - Calcul des structures en acier - Partie 1-11: Calcul des structures a câbles ou éléments tendus
Evrokod 3: Projektiranje jeklenih konstrukcij – 1-11. del: Projektiranje konstrukcij z nateznimi komponentami.
General Information
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Standards Content (Sample)
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.Eurocode 3 - Design of steel structures - Part 1-11: Design of structures with tension componentsEvrokod 3: Projektiranje jeklenih konstrukcij – 1-11. del: Projektiranje konstrukcij z nateznimi komponentami.Eurocode 3 - Calcul des structures en acier - Partie 1-11: Calcul des structures a câbles ou éléments tendusEurocode 3 - Bemessung und Konstruktion von Stahlbauten - Teil 1-11: Bemessung und Konstruktion von Tragwerken mit Zuggliedern aus StahlTa slovenski standard je istoveten z:EN 1993-1-11:2006SIST EN 1993-1-11:2007en93.040Gradnja mostovBridge construction91.080.10Kovinske konstrukcijeMetal structures91.010.30Technical aspectsICS:SIST ENV 1993-2:20011DGRPHãþDSLOVENSKI
STANDARDSIST EN 1993-1-11:200701-marec-2007
EUROPEAN STANDARDNORME EUROPÉENNEEUROPÄISCHE NORMEN 1993-1-11October 2006ICS 91.010.30; 91.080.10; 93.040Supersedes ENV 1993-2:1997
English VersionEurocode 3 - Design of steel structures - Part 1-11: Design ofstructures with tension componentsEurocode 3 - Calcul des structures en acier - Partie 1-11:Calcul des structures à câbles ou éléments tendusEurocode 3 - Bemessung und Konstruktion vonStahlbauten - Teil 1-11: Bemessung und Konstruktion vonTragwerken mit Zuggliedern aus StahlThis European Standard was approved by CEN on 13 January 2006.CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this EuropeanStandard the status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such nationalstandards 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 translationunder the responsibility of a CEN member into its own language and notified to the Central Secretariat has the same status as the officialversions.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, Romania,Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom.EUROPEAN COMMITTEE FOR STANDARDIZATIONCOMITÉ EUROPÉEN DE NORMALISATIONEUROPÄISCHES KOMITEE FÜR NORMUNGManagement Centre: rue de Stassart, 36
B-1050 Brussels© 2006 CENAll rights of exploitation in any form and by any means reservedworldwide for CEN national Members.Ref. No. EN 1993-1-11:2006: E
EN 1993-1-11: 2006 (E)
2 Contents Page 1 General.4 1.1 Scope.4 1.2 Normative references.5 1.3 Terms and definitions.6 1.4 Symbols.7 2 Basis of design.8 2.1 General.8 2.2 Requirements.8 2.3 Actions.9 2.4 Design situations and partial factors.11 3 Material.11 3.1 Strength of steels and wires.11 3.2 Modulus of elasticity.11 3.3 Coefficient of thermal expansion.13 3.4 Cutting to length of Group B tension components.14 3.5 Lengths and fabrication tolerances.14 3.6 Friction coefficients.14 4 Durability of wires, ropes and strands.14 4.1 General.14 4.2 Corrosion protection of individual wires.15 4.3 Corrosion protection of the interior of Group B tension components.15 4.4 Corrosion protection of the exterior of Group B tension components.15 4.5 Corrosion protection of Group C tension components.16 4.6 Corrosion protection at connections.16 5 Structural analysis.16 5.1 General.16 5.2 Transient construction phase.16 5.3 Persistent design situation during service.17 5.4 Non-linear effects from deformations.17 6 Ultimate limit states.18 6.1 Tension rod systems.18 6.2 Prestressing bars and Group B and C components.18 6.3 Saddles.19 6.4 Clamps.22 7 Serviceability limit states.23 7.1 Serviceability criteria.23 7.2 Stress limits.23 8 Vibrations of cables.24 8.1 General.24 8.2 Measures to limit vibrations of cables.25 8.3 Estimation of risks.25 9 Fatigue.25 9.1 General.25 9.2 Fluctuating axial loads.26
Annex A (informative) Product requirements for tension components ………………………………. 27
Annex B (informative) Transport, storage, handling …………………………………………………….30
EN 1993-1-11: 2006 (E)
3
Annex C (informative) Glossary …………………………………………………………………………31
Foreword
This European Standard EN 1993-1-11, Eurocode 3: Design of steel structures: Part 1-11 Design of structures with tension components, has been prepared by Technical Committee CEN/TC250 « Structural Eurocodes », the Secretariat of which is held by BSI. CEN/TC250 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 April 2007 and conflicting National Standards shall be withdrawn at latest by March 2010.
This Eurocode partially supersedes ENV 1993-2.
According to the CEN-CENELEC Internal Regulations, the National Standard 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, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom.
National annex for EN 1993-1-11
This standard gives alternative procedures, values and recommendations with notes indicating where national choices may have to be made. The National Standard implementing EN 1993-1-11 should have a National Annex containing all Nationally Determined Parameters to be used for the design of tension components to be constructed in the relevant country.
National choice is allowed in EN 1993-1-11 through: – 2.3.6(1) – 2.3.6(2) – 2.4.1(1) – 3.1(1) – 4.4(2) – 4.5(4) – 5.2(3) – 5.3(2) – 6.2(2) – 6.3.2(1) – 6.3.4(1) – 6.4.1(1)P – 7.2(2) – A.4.5.1(1) – A.4.5.2(1) – B(6)
EN 1993-1-11: 2006 (E)
1 General 1.1 Scope
(1) prEN1993-1-11 gives design rules for structures with tension components made of steel, which, due to their connections with the structure, are adjustable and replaceable see Table 1.1.
NOTE:
Due to the requirement of adjustability and replaceability such tension components are generally prefabricated products delivered to site and installed into the structure. Tension components that are not adjustable or replaceable, e.g. air spun cables of suspension bridges, or for externally post-tensioned bridges, are outside the scope of this part. However, rules of this standard may be applicable.
(2) This standard also gives rules for determining the technical requirements for prefabricated tension components for assessing their safety, serviceability and durability.
Table 1.1:
Groups of tension components Group Main tension element Component A rod (bar) tension rod (bar) system, prestressing bar circular wire spiral strand rope circular and Z-wires fully locked coil rope B circular wire and stranded wire strand rope circular wire parallel wire strand (PWS) circular wire bundle of parallel wires C seven wire (prestressing) strand bundle of parallel strands
NOTE 1: Group A products in general have a single solid round cross section connected to end terminations by threads. They are mainly used as
– bracings for roofs, walls, girders – stays for roof elements, pylons – tensioning systems for steel-wooden truss and steel structures, space frames
NOTE 2:
Group B products are composed of wires which are anchored in sockets or other end terminations and are fabricated primarily in the diameter range of 5 mm to 160 mm, see EN 12385-2. Spiral strand ropes are mainly used as – stay cables for aerials, smoke stacks, masts and bridges – carrying cables and edge cables for light weight structures – hangers or suspenders for suspension bridges – stabilizing cables for cable nets and wood and steel trusses – hand-rail cables for banisters, balconies, bridge rails and guardrails
Fully locked coil ropes are fabricated in the diameter range of 20 mm to 180 mm and are mainly used as – stay cables, suspension cables and hangers for bridge construction – suspension cables and stabilizing cables in cable trusses – edge cables for cable nets – stay cables for pylons, masts, aerials
EN 1993-1-11: 2006 (E)
5 Structural strand ropes are mainly used as – stay cables for masts, aerials – hangers for suspension bridges – damper / spacer tie cables between stay cables – edge cables for fabric membranes – rail cables for banister, balcony, bridge and guide rails.
NOTE 3: Group C products need individual or collective anchoring and appropriate protection. Bundles of parallel wires are mainly used as stay cables, main cables for suspension bridges and external tendons. Bundles of parallel strands are mainly used as stay cables for composite and steel bridges.
(4) The types of termination dealt with in this part for Group B and C products are
– metal and resin sockets, see EN 13411-4 – sockets with cement grout – ferrules and ferrule securing, see EN 13411-3 – swaged sockets and swaged fitting – U-bolt wire rope grips, see EN 13411-5 – anchoring for bundles with wedges, cold formed button heads for wires and nuts for bars.
NOTE:
For terminology see Annex C. 1.2 Normative references
(1) This European Standard incorporates dated and undated reference to 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 or revisions to 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. EN 10138 Prestressing steels
Part 1 General requirements
Part 2 Wires
Part 3 Strands
Part 4 Bars EN 10244 Steel wire and wire products – Non-ferrous metallic coatings on steel wire
Part 1 General requirements
Part 2 Zinc and zinc alloy coatings
Part 3 Aluminium coatings EN 10264 Steel wire and wire products – Steel wire for ropes
Part 1 General requirements
Part 2 Cold drawn non-alloyed steel wire for ropes for general applications
Part 3 Cold drawn and cold profiled non alloyed steel wire for high tensile applications
Part 4 Stainless steel wires EN 12385 Steel wire ropes – safety
Part 1 General requirements Part 2 Definitions, designation and classification
EN 1993-1-11: 2006 (E)
Part 3 Information for use and maintenance
Part 4 Stranded ropes for general lifting applications
Part 10 Spiral ropes for general structural applications EN 13411 Terminations for steel wire ropes – safety
Part 3 Ferrules and ferrule-securing
Part 4 Metal and resin socketing
Part 5 U-bolt wire rope grips 1.3 Terms and definitions
(1) For the purpose of this European Standard the following terms and definitions apply. 1.3.1
strand an element of rope normally consisting 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 1.3.2
strand rope an assembly of several strands laid helically in one or more layers around a core (single layer rope) or centre (rotation-resistant or parallel-closed rope) 1.3.3
spiral rope an assembly of a minimum of two layers of wires laid helically over a central wire 1.3.4
spiral strand rope spiral rope comprising only round wires 1.3.5
fully locked coil rope spiral rope having an outer layer of fully locked Z-shaped wires 1.3.6
fill factor f the ratio of the sum of the nominal metallic cross-sectional areas of all the wires in a rope (A) and the circumscribed area (Au) of the rope based on its nominal diameter (d) 1.3.7
spinning loss factor k reduction factor for rope construction included in the breaking force factor K
1.3.8 breaking force factor (K) an empirical factor used in the determination of minimum breaking force of a rope and obtained as follows: 4kfKp= where f is the fill factor for the rope
k is the spinning loss factor
NOTE:
K-factors for the more common rope classes and constructions are given in the appropriate part of EN 12385.
EN 1993-1-11: 2006 (E)
7 1.3.9 minimum breaking force (Fmin) minimum breaking force which should be obtained as follows:
10002minKRdFr=[kN] where d is the diameter of the rope in mm
K is the breaking force factor
Rr is the rope grade in N/mm² 1.3.10 rope grade (Rr) a level of requirement of breaking force which is designated by a number (e.g. 1770 [N/mm²], 1960 [N/mm²]) NOTE:
Rope grades do not necessarily correspond to the tensile strength grades of the wires in the rope. 1.3.11 unit weight (w) the self weight of rope based on the metallic cross-section (Am) and the unit length taking account of the densities of steel and the corrosion protection system 1.3.12 cable main tension component in a structure (e.g. a stay cable bridge) which may consist of a rope, strand or bundles of parallel wires or strands 1.4 Symbols
(1) For this standard the symbols given in 1.6 of EN 1993-1-1 and 1.6 of EN 1993-1-9 apply.
(2) Additional symbols are defined where they first occur.
NOTE:
Symbols may have various meanings.
EN 1993-1-11: 2006 (E)
2 Basis of design 2.1 General
(1)P The design of structures with tension components shall be in accordance with the general rules given in EN 1990. (2) The supplementary provisions for tension components given in this standard should also be applied.
(3) For improved durability the following exposure classes may be applied:
Table 2.1:
Exposure classes Corrosion action Fatigue action not exposed externally
exposed externally
no significant fatigue action class 1 class 2 mainly axial fatigue action class 3 class 4 axial and lateral fatigue actions (wind & rain) – class 5
(4) Connections of tension components to the structure should be replaceable and adjustable. 2.2 Requirements
(1)P The following limit states shall be considered in designing tension components:
1. ULS: Applied axial loads shall not exceed the design tension resistance, see section 6.
2. SLS: Stress and strain levels in the component shall not exceed the limiting values, see
section 7.
NOTE:
For durability reasons, serviceability checks may govern over ULS-verifications.
3. Fatigue: Stress ranges from axial load fluctuations and wind and rain induced oscillations shall not exceed the limiting values, see sections 0 and 0.
NOTE:
Due to the difficulties in modelling the excitation characteristics of tension elements, SLS checks should be carried out in addition to fatigue checks.
(2) To prevent the likely de-tension of a tension component (i.e. the stress reaching below zero and causing uncontrolled stability or fatigue or damages to structural or non structural parts) and for certain types of structures, the tension components are preloaded by deformations imposed on the structure (prestressing).
In such cases permanent actions, which should consist of actions from gravity loads “G” and prestress “P”, should be considered as a single permanent action “G+P” to which the relevant partial factors Gi should be applied, see section 5. NOTE:
For other materials and methods of construction other rules for the combination of “G” and “P” may apply.
(3) Any attachments to prefabricated tension components, such as saddles or clamps, should be designed for ultimate limit states and serviceability limit states using the breaking strength or proof strength of cables as actions, see section 6. For fatigue see EN 1993-1-9.
NOTE:
Fatigue action on the ropes is governed by the radius in the saddle or anchorage area (see Figure 6.1 for minimum radius).
EN 1993-1-11: 2006 (E)
9 2.3 Actions 2.3.1 Self weight of tension components (1) The characteristic value of the self weight of tension components and their attachments should be determined from the cross-sectional area and the density of the materials unless data are given in the relevant parts of EN 12385. (2) For spiral strands, locked coil strands or structural wire ropes the nominal self weight gk may be calculated as follows: mkAwg= (2.1) where Am is the cross-section in mm² of the metallic components
w [N/(mm³)] is the unit weight taking into account the density of steel including the corrosion protection system, see Table 2.2
(3) Am may be determined from
fdAm42p= (2.2) where d is the external diameter of rope or strand in mm, including any sheathing for corrosion protection
f is the fill-factor, see Table 2.2
Table 2.2:
Unit weight w and fill-factors f Fill factor f Number of wire layers around core wire
Core wires + 1 layer z-wires Core wires + 2 layer z-wires Core wires + >2 layer z-wires 1 2 3-6 >6 unit weight w ´ 10-7 3mmN 1 Spiral strand ropes
0,77 0,76 0,75 0,73 830 2 Fully locked coil ropes 0,81 0,84 0,88
830 3 Circular wire strand ropes
0,56
930
(4) For parallel wire ropes or parallel strand ropes the metallic cross-section may be determined from
Am = n am (2.3) where n is the number of identical wires or strands of which the rope is made
am is the cross-section of a wire (derived from its diameter) or a (prestressing) strand (derived from the appropriate standard)
(5) For group C tension components the self weight should be determined from the steel weight of the individual wires or strands and the weight of the protective material (HDPE, wax etc.) 2.3.2 Wind actions (1) The wind effects to be taken into account should include: – the static effects of wind drag on the cables, see EN 1991-1-4, including deflections and bending effects near the ends of the cable, – aerodynamic and other excitation causing possible oscillation of the cables, see section 8.
EN 1993-1-11: 2006 (E)
10 2.3.3 Ice loads (1) For ice loading see Annex B to EN 1993-3-1. 2.3.4 Thermal actions (1) The thermal actions to be taken into account should include the effects of differential temperatures between the cables and the structure. (2) For cables exposed externally the actions from differential temperature should be taken into account, see EN 1991-1-5. 2.3.5 Prestressing (1) The preloads in cables should be such that, when all the permanent actions are applied, the structure adopts the required geometric profile and stress distribution.
(2) Facilities for prestressing and adjusting the cables should be provided and the characteristic value of the preload should be taken as that required to achieve the required profile in (1) at the limit state under consideration. (3) If adjustment of the cables is not intended to be carried out the effects of the variation of preloads should be considered in the design of the structure. 2.3.6 Replacement and loss of tension components (1) The replacement of at least one tension component should be taken into account in the design as a transient design situation. NOTE:
The National Annex may define the transient loading conditions and partial factors for replacement.
(2) Where required a sudden loss of any one tension component should be taken into account in the design as an accidental design situation.
NOTE 1:
The National Annex may define where such an accidental design situation should apply and also give the protection requirements and loading conditions, e.g. for hangers of bridges.
NOTE 2:
In the absence of a rigorous analysis the dynamic effect of a sudden removal may conservatively be allowed for by using the additional action effect Ed:
Ed = k Ed2 - Ed1 (2.4) where k = 1,5
Ed1 represents the design effects with all cables intact;
Ed2 represents the design effects with the relevant cable removed. 2.3.7 Fatigue loads (1) For fatigue loads see EN 1991.
EN 1993-1-11: 2006 (E)
11 2.4 Design situations and partial factors 2.4.1 Transient design situation during the construction phase
(1) For the construction phase the partial factor for permanent loads may be amended to suit the particular design situation and limit state model. NOTE:
The National Annex may define the partial factor Gi for the construction phase. Recommended values Gi are: G = 1,10 for a short time period (only a few hours) for the installation of first strand in strand by strand installations G = 1,20 for the installation of other strands G = 1,00 for favourable effects. 2.4.2 Persistent situations during service (1) For ULS, SLS and fatigue verifications partial factors M may be based on – the severity of the conditions used for proving tests – the measures employed to suppress bending effects.
NOTE:
Appropriate values for M are given in section 6.
3 Material 3.1 Strength of steels and wires
(1) The characteristic values fy and fu for structural steel and f0,2 or f0,1 and fu for wires should be taken from the relevant technical specifications. NOTE 1:
For steel see EN1993-1-1 and EN1993-1-4.
NOTE 2:
For wires see EN 10264, Part 1 to Part 4.
NOTE 3:
For ropes see EN 12385, Part 4 and Part 10.
NOTE 4:
For terminations see EN 13411-3.
NOTE 5:
For strands see EN 10138-3.
NOTE 6:
The National Annex may give a maximum value for fu for durability reasons. The following values are recommended: – steel wires
round wires: nominal tensile strength: 1770 N/mm²
Z-wires: nominal tensile strength: 1570 N/mm² – stainless steel wires: round wires: nominal tensile strength: 1450 N/mm² 3.2 Modulus of elasticity 3.2.1 Group A tension components
(1) The modulus of elasticity for Group A tension components may be taken as E = 210000 N/mm²; for systems made of stainless steels see EN 1993-1-4. 3.2.2 Group B tension components
(1) The modulus of elasticity for Group B tension components should be derived from tests.
EN 1993-1-11: 2006 (E)
12
NOTE 1:
The modulus of elasticity is dependant on the stress level and whether the cable has been prestretched and cyclically loaded and unloaded. NOTE 2:
The tension stiffness of the cable for tension components of Group B and C may be determined by multiplying the modulus of elasticity by the metallic cross section Am.
(2) The secant modulus should be used as the modulus of elasticity for structural analysis for persistent design situations during service. Characteristic values should be obtained for each cable type and diameter and should be determined after a sufficient number of (at least 5) load cycles between Finf and Fsup to ensure stable values are obtained, where Finf and Fsup are the minimum and maximum cable forces respectively under the characteristic permanent and variable actions.
(3) For short test samples (sample length
10 x lay length) the value of creep obtained will be smaller than for long cables.
NOTE 1:
In the absence of more accurate values this effect may be taken into account for cutting to length by applying an additional shortening of 0,15 mm/m.
NOTE 2:
When test results are not available, nominal values of moduli of elasticity for use as first estimates are given in Table 3.1. For further information see EN 10138.
Table 3.1:
Modulus of elasticity EQ corresponding to variable loads Q EQ [kN/mm²]
High strength tension component steel wires stainless steel wires 1 Spiral strand ropes 150 ± 10 130 ± 10 2 Fully locked coil ropes 160 ± 10 – 3 Strand wire ropes with CWR 100 ± 10 90 ± 10 4 Strand wire ropes with CF 80 ± 10 – 5 Bundle of parallel wires 205 ± 5 – 6 Bundle of parallel strands 195 ± 5 –
NOTE 3:
The nominal values of the modulus of elasticity E for fully locked coil ropes are given in Figure 3.1. These estimated values apply to cyclic loading range between 30 % and 40 % of the calculated breaking strength Fuk.
EN 1993-1-11: 2006 (E)
13
– – – – – limiting value ®+++QPGPGsss ––––––– mean value sG+P stress under characteristic permanent actions sQ maximum stress under characteristic variable actions EQ modulus of elasticity for persistent design situations during service
EG+P modulus of elasticity for an appropriate analysis for transient design situations during construction phase up to permanent load G+P
EA modulus of elasticity for cutting to length sA stress for cutting to length
Figure 3.1:
Modulus of elasticity E for non pre-stretched fully locked coil ropes for bridges NOTE 4:
Non pre-stretched Group B cables exhibit both elastic and permanent deformations when subjected to static loading. It is recommended that such cables are pre-stretched before or after installation by cyclic loading up to a maximum of 0,45suk. For cutting to length such cables should be pre-stretched with a precision related to the facilities for in-situ adjustment.
NOTE 5:
For Figure 3.1 the following assumptions apply: – the lay length is greater than 10 ´ the diameter – the minimum value of stress is 100 N/mm²
The minimum value of stress is the lower bound of the elastic range. 3.2.3 Group C tension components
(1) The modulus of elasticity for Group C tension components may be taken from EN 10138 or Table 3.1. 3.3 Coefficient of thermal expansion
(1) The coefficient of thermal expansion should be taken as T = 12 ´ 10-6 per °C for steel wires T = 16 ´ 10-6 per °C for stainless steel wires (3.
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