SIST-TS CEN/TS 13001-3-1:2005
(Main)Cranes - General design - Part 3-1: Limit states and proof of competence of steel structures
Cranes - General design - Part 3-1: Limit states and proof of competence of steel structures
This European Standard is to be used together with Part 1 and Part 2 and as such they specify general conditions, requirements and methods to prevent mechanical hazards of cranes by design and theoretical verification.
NOTE Specific requirements for particular types of crane are given in the appropriate European Standard for the particular crane type.
The following is a list of significant hazardous situations and hazardous events that could result in risks to persons during normal use and foreseeable misuse. Clauses 4 to 8 of this standard are necessary to reduce or eliminate the risks associated with the following hazards:
a) Exceeding the limits of strength (yield, ultimate, fatigue);
b) Exceeding temperature limits of material or components;
c) Elastic instability of the crane or its parts (buckling, bulging).
This European Standard is applicable to cranes which are manufactured after the date of approval by CEN of this standard and serves as reference base for the European Standards for particular crane types.
NOTE prCEN/TS 13001-3-1 deals only with limit state method according to prEN 13001-1.
As an alternative to the herein presented limit state method using partial safety factors, the allowable stress method using a global safety factor according to prEN 13001-1 and prEN 13001-2 may also be applied for special crane systems with linear behaviour.
As crane structures are basically dynamically loaded only the linear theory of elasticity is applicable and only limited local plasticity is allowed. The use of the theory of plasticity for calculation of ultimate load bearing capacity is not allowed.
Krane - Konstruktion allgemein - Teil 3-1: Grenzzustände und Sicherheitsnachweis von Stahltragwerken
Diese Europäische Norm findet zusammen mit Teil 1 und Teil 2 Anwendung. Sie spezifizieren allgemeine
Bedingungen, Anforderungen und Methoden zur Vermeidung mechanischer Gefahren von Kranen durch
Konstruktion und theoretische Nachweisverfahren.
ANMERKUNG 1 Spezifische Anforderungen für spezielle Krantypen sind in der jeweiligen Europäischen Norm für den
konkreten Krantyp enthalten.
Im folgenden sind signifikante Gefahrensituationen und gefährliche Ereignisse aufgeführt, die Risiken für
Personen bei Normaleinsatz und vorhersehbarem Missbrauch zur Folge haben könnten. Die Abschnitte 4 bis
8 dieser Norm enthalten Vorgaben zur Verminderung oder Ausschaltung von Risiken, die mit folgenden
Gefahren verbunden sind:
a) Überschreiten der Festigkeitsgrenzwerte (Fließen, Bruch, Ermüdung);
b) Überschreiten der Temperaturgrenzwerte des Werkstoffs oder der Komponenten;
c) Elastische Instabilität des Krans oder seiner Teile (Knicken, Beulen).
Diese Europäische Norm gilt für Krane, die nach dem Datum der Genehmigung dieser Norm durch CEN
gefertigt werden, und dient als Referenzgrundlage für Europäische Normen für spezielle Krantypen.
ANMERKUNG 2 prCEN/TS 13001-3.1 beinhaltet nur die Methode der Grenzzustände entsprechend EN 13001-1.
Alternativ zu der hierin genannten Methode der Grenzzustände unter Verwendung von
Teilsicherheitsbeiwerten, kann der zulässige Spannungsnachweis unter Verwendung des
Gesamtsicherheitsbeiwertes nach EN 13001-1 und EN 13001-2 auch für spezielle Krananlagen mit linearem
Verhalten angewendet werden.
Da Krankonstruktionen grundsätzlich dynamisch belastet werden, ist nur die lineare Elastizitätstheorie
anwendbar und nur die begrenzte örtliche Plastizität zulässig. Die Anwendung der Plastizitätstheorie zur
Berechnung der Grenztragfähigkeit ist nicht zulässig.
Appareils de levage a charge suspendue - Conception générale - Partie 3-1: Etats limites et vérification d'aptitude des structures en acier
La présente Norme européenne doit etre utilisée conjointement avec les parties 1 et 2 pour spécifier les conditions, prescriptions et méthodes générales permettant par la conception et la vérification théorique d'éviter les risques mécaniques dus aux appareils de levage a charge suspendue.
NOTE Les prescriptions spécifiques relatives aux types particuliers de grues sont données dans la norme européenne appropriée au type particulier de grue.
La liste suivante énumere les situations et les événements dangereux significatifs susceptibles d'entraîner des risques pour les personnes lors d'une utilisation normale ou d'une mauvaise utilisation prévisible. Les articles 4 a 8 de la présente norme sont nécessaires pour réduire ou éliminer les risques associés a ces phénomenes dangereux :
a) Dépassement des limites de résistance (élasticité, rupture, fatigue) ;
b) Dépassement des limites de température du matériau ou des composants ;
c) Instabilité élastique de l'appareil de levage a charge suspendue ou de ses éléments (flambage, voilement).
La présente Norme européenne s'applique aux appareils de levage a charge suspendue construits apres sa date d'approbation par le CEN et sert de référence pour les normes européennes sur les types de l'appareil de levage a charge suspendue particuliers.
NOTE Le prCEN/TS 13001-3-1 traite uniquement de la méthode des états limites selon le prEN 13001-1.
La méthode des contraintes admissibles utilisant un facteur global de sécurité selon les prEN 13001-1 et prEN 13001-2 peut également s'appliquer aux systemes de levage a charge suspendue ayant un comportement linéaire, comme méthode alternative a la méthode des états limites utilisant les facteurs partiels de sécurité, objet de la présente norme.
Dans la mesure ou les structures des appareils de levage a charge suspendue sont fondamentalement a charge dynamique, seule s'applique la théorie linéaire de l'élasticité et seule est autorisée la plasticité locale limitée. L'utilisation de
Dvigala (žerjavi) - Konstrukcija, splošno – 3-1. del: Mejna stanja in dokaz varnosti jeklene nosilne konstrukcije
General Information
Relations
Standards Content (Sample)
SLOVENSKI STANDARD
SIST-TS CEN/TS 13001-3-1:2005
01-marec-2005
Dvigala (žerjavi) - Konstrukcija, splošno – 3-1. del: Mejna stanja in dokaz varnosti
jeklene nosilne konstrukcije
Cranes - General design - Part 3-1: Limit states and proof of competence of steel
structures
Krane - Konstruktion allgemein - Teil 3-1: Grenzzustände und Sicherheitsnachweis von
Stahltragwerken
Appareils de levage a charge suspendue - Conception générale - Partie 3-1: Etats limites
et vérification d'aptitude des structures en acier
Ta slovenski standard je istoveten z: CEN/TS 13001-3-1:2004
ICS:
53.020.20 Dvigala Cranes
SIST-TS CEN/TS 13001-3-1:2005 en
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.
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SIST-TS CEN/TS 13001-3-1:2005
TECHNICAL SPECIFICATION
CEN/TS 13001-3-1
SPÉCIFICATION TECHNIQUE
TECHNISCHE SPEZIFIKATION
December 2004
ICS 53.020.20
English version
Cranes - General design - Part 3-1: Limit states and proof of
competence of steel structures
Appareils de levage à charge suspendue - Conception Krane - Konstruktion allgemein - Teil 3-1: Grenzzustände
générale - Partie 3-1: Etats limites et vérification d'aptitude und Sicherheitsnachweis von Stahltragwerken
des structures métalliques
This Technical Specification (CEN/TS) was approved by CEN on 25 November 2003 for provisional application.
The period of validity of this CEN/TS is limited initially to three years. After two years the members of CEN will be requested to submit their
comments, particularly on the question whether the CEN/TS can be converted into a European Standard.
CEN members are required to announce the existence of this CEN/TS in the same way as for an EN and to make the CEN/TS available
promptly at national level in an appropriate form. It is permissible to keep conflicting national standards in force (in parallel to the CEN/TS)
until the final decision about the possible conversion of the CEN/TS into an EN is reached.
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. CEN/TS 13001-3-1:2004: E
worldwide for CEN national Members.
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Contents Page
Introduction .5
1 Scope.5
2 Normative references.5
3 Terms and definitions.6
4 General .10
4.1 Materials .10
4.1.1 Structural members.10
4.1.2 Connecting devices .13
4.2 Bolt connections.13
4.2.1 General .13
4.2.2 Shear and bearing connections.13
4.2.3 Slip resistant connections .13
4.2.4 Connections loaded in tension.14
4.3 Pin connections.14
4.4 Welded connections .14
4.5 Proofs of structural members and connections.14
5 Proof of static strength.14
5.1 General .14
5.2 Limit design stresses and forces.15
5.2.1 General .15
5.2.2 Limit design stress in structural members.15
5.2.3 Limit design forces in bolt connections.16
5.2.4 Limit design forces in pins .22
5.2.5 Limit design stresses in welded connections.24
5.3 Execution of the proof .25
5.3.1 Proof for structural members .25
5.3.2 Proof for bolt connections.26
5.3.3 Proof for pin connections.26
5.3.4 Proof for welded connections.27
6 Proof of fatigue strength.27
6.1 General .27
6.2 Limit design stresses.28
6.2.1 Characteristic values of the stress range .28
6.2.2 Weld quality.30
6.2.3 Effect of test loads.30
6.2.4 Requirements for fatigue testing .31
6.3 Classes S of stress history parameter s.31
6.3.1 Simplified method based on service conditions.31
6.3.2 Selection based on experience.35
6.4 Execution of the proof .35
6.5 Determination of the permissible stress range.36
6.5.1 Applicable methods.36
6.5.2 Direct use of stress history parameter .36
6.5.3 Use of class S.36
7 Proof of static strength of hollow section girder joints.38
8 Proof of elastic stability.38
Annex A (normative) Values of inverse slope of s/N-curve m and permissible stress range Ds , Dt .39
c c
Annex B (informative) Guidance for selection of classes S due to experience .54
2
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Annex C (normative) Calculated values of permissible stress range Ds .55
Rd
Annex D (normative) Design weld stress s and t .57
W,Sd W,Sd
D.1 Butt joint .57
D.2 Fillet weld and groove weld with uniform distributed load.58
D.3 Relevant distribution length under punctiform load .59
Annex E (informative) Hollow Sections .60
Annex F (informative) Selection of a suitable set of crane standards for a given application .71
Annex ZA (informative) Relationship between this European Standard and the Essential Requirements
of EU Directive 98/37/EC .72
Bibliography .73
3
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Foreword
This document (CEN/TS 13000-3.1:2004) has been prepared by Technical Committee CEN/TC 147 “Cranes —
Safety”, the secretariat of which is held by BSI.
This document has been prepared under a mandate given to CEN by the European Commission and the European
Free Trade Association, and supports essential requirements of EU Directive 98/37/EC, amended by 98/79/EC.
According to the CEN/CENELEC Internal Regulations, the national standards organisations of the following
countries are bound to announce this Technical Specification: Austria, Belgium, Cyprus, Czech Republic, Denmark,
Estonia, Finland, France, Germany, Greece, Hungary Iceland, Ireland, Italy, Latavia, Lithuania, Luxembourg, Malta,
Netherlands, Norway, Poland, Portugal, Slovakia, Slovenia, Spain, Sweden, Switzerland and the United Kingdom.
This European Standard is one Part of EN 13001. The other parts are as follows:
Part 1: General principles and requirements
Part 2: Load actions
The annexes A, C and D are normative. The annexes B, E and F are informative.
4
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Introduction
This European Standard has been prepared to be a harmonised standard to provide one means for the mechanical
design and theoretical verification of cranes to conform with the essential health and safety requirements of the
Machinery Directive, as amended. This standard also establishes interfaces between the user (purchaser) and the
designer, as well as between the designer and the component manufacturer, in order to form a basis for selecting
cranes and components.
This European Standard is a type C standard as stated in EN 1070.
The machinery concerned and the extent to which hazards, hazardous situations and events are covered are
indicated in the scope of this document.
When provisions of this type C standard are different from those which are stated in type A or B standards, the
provisions of this type C standard take precedence over the provisions of the other standards, for machines that
have been designed and built according to the provisions of this type C standard.
The machinery concerned and the extent to which hazards are covered are indicated in the scope of this standard.
1 Scope
This European Standard is to be used together with Part 1 and Part 2 and as such they specify general conditions,
requirements and methods to prevent mechanical hazards of cranes by design and theoretical verification.
NOTE Specific requirements for particular types of crane are given in the appropriate European Standard for the particular
crane type.
The following is a list of significant hazardous situations and hazardous events that could result in risks to persons
during normal use and foreseeable misuse. Clauses 4 to 8 of this standard are necessary to reduce or eliminate
the risks associated with the following hazards:
a) Exceeding the limits of strength (yield, ultimate, fatigue);
b) Exceeding temperature limits of material or components;
c) Elastic instability of the crane or its parts (buckling, bulging).
This European Standard is applicable to cranes which are manufactured after the date of approval by CEN of this
standard and serves as reference base for the European Standards for particular crane types.
NOTE prCEN/TS 13001-3-1 deals only with limit state method according to EN 13001-1.
As an alternative to the herein presented limit state method using partial safety factors, the allowable stress method
using a global safety factor according to Part 1 and Part 2 may also be applied for special crane systems with linear
behaviour.
As crane structures are basically dynamically loaded only the linear theory of elasticity is applicable and only limited
local plasticity is allowed. The use of the theory of plasticity for calculation of ultimate load bearing capacity is not
allowed.
2 Normative references
This European Standard incorporates by dated or undated reference, provisions from other publications. These
5
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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).
EN 1070:1998, Safety of machinery — Terminology.
EN 1990-1:2002, Eurocode – Basic of structural design
EN 1993-1-1:1992: Eurocode 3: Design of steel structures — Part 1-1: General rules and rules for buildings.
EN 10025:1990/A1:1993, Hot rolled products of non-alloy structural steels — Technical delivery conditions
(includes amendment A1:1993).
EN 10045-1:1989, Charpy impact test on metallic material — Part 1: Test method.
EN 10113-1:1993, Hot-rolled products in weldable fine grain structural steels — Part 1: General delivery conditions.
EN 10113-2:1993, Hot-rolled products in weldable fine grain structural steels — Part 2: Delivery conditions for
normalized/normalized rolled steels.
EN 10113-3:1993, Hot-rolled products in weldable fine grain structural steels — Part 3: Delivery conditions for
thermomechanical rolled steels.
EN 10137-2:1995, Plates and wide flats made of high yield strength structural steels in the quenched and tempered
or precipitation hardened conditions — Part 2: Delivery conditions for quenched and tempered steels.
EN 10149-1:1995, Hot-rolled flat products made of high yield strength steels for cold forming — Part 1: General
delivery conditions.
EN 10149-2:1995, Hot-rolled flat products made of high yield strength steels for cold forming — Part 2: Delivery
conditions for thermomechanically rolled steels.
EN 10149-3:1995, Hot-rolled flat products made of high yield strength steels for cold forming — Part 3: Delivery
conditions for normalized or normalized rolled steels.
EN 10164:1993, Steel products with improved deformation properties perpendicular to the surface of the product —
Technical delivery conditions.
EN 12345:1996, Welding — Multilingual terms for welding joints with illustrations (trilingual version).
EN 13001-1:2004, Cranes — General Design — Part 1:General principles and requirements.
EN 13001-2:2004, Cranes — General Design — Part 2: Load actions.
EN 22553:1994, Welded, brazed and soldered joints — Symbolic representation on drawings (ISO 2553:1992).
EN 25817:1992, Arc-welded joints in steel — Guidance on quality levels for imperfections (ISO 5817:1992).
EN ISO 898-1:1999, Mechanical properties of fasteners — Part 1: Bolts, screws and studs (ISO 898-1:1999).
EN ISO 9013:2002, Thermal cutting — Classification of thermal cuts — Geometrical specification and quality
tolerances (ISO 9013:2002).
EN ISO 12100-1:2003, Safety of machinery — Basic concepts, general principles for design — Part 1: Basic
terminology, methodology (ISO 12100-1:2003).
EN ISO 12100-2:2003, Safety of machinery — Basic concepts, general principles for design — Part 2: Technical
principles and specifications (ISO 12100-2:2003).
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ISO 286-2:1990, ISO system of limits and fits — Part 2: Tables of standard tolerance grades and limit deviations for
holes and shafts.
ISO 4306-1:1990, Cranes — Vocabulary — Part 1: General.
3 Terms and definitions
3.1
Terms and definitions
For the purposes of this European Standard, the terms and definitions given in EN 292-1, EN 292-2 and EN 1070
and the basic list of definitions as provided in EN 1990-1 apply. For the definitions of loads, clause 6 of
ISO 4306-1:1990 applies.
3.2
Symbols and abbreviations
The symbols and abbreviations used in this Part of the EN 13001 are given in Table 1.
Table 1 — Symbols and abbrevations
Symbols,
Description
abbreviations
A cross section
A stress area of a bolt
S
a relevant weld thickness
r
D , D outer, inner diameter of hollow pin
o i
d diameter (shank of bolt, pin)
d diameter of hole
o
e , e distances
1 2
F tensile force in bolt
b
F limit force
d
F characteristic value (force)
K
F preloading force in bolt
p
F limit design force
Rd
F external force (on bolted connection)
t
F limit design bearing force
b, Rd
F ; F design bearing force
b, Sd bi, Sd
F design preloading force
p, d
F limit design slip force per bolt and friction interface
s, Rd
F limit design tensile force in bolt
t, Rd
F limit design shear force per bolt/pin and shear plane
v, Rd
F design shear force per bolt/pin and shear plane
v, Sd
F acting normal/shear force
s,t
f limit stress
d
f characteristic value (stress)
K
f limit design stress
Rd
7
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Table 1 (continued)
Symbols,
Description
abbreviations
f ultimate strength of material
u
f ultimate strength of bolts
ub
f limit design weld stress
w, Rd
f yield point of material
y
f yield point of bolts
yb
f yield point (nominal value) of material or member
yk
f yield point of pins
yp
G mass of the moving crane parts during a representative working cycle
t
h distance between weld and contact area of acting load
K stiffness (slope) of bolt
b
K stiffness (slope) of flanges
c
k* specific spectrum ratio factor
k stress spectrum factor based on m of the detail under consideration
(m)
k stress spectrum factor based on m = 3
(m=3)
l relevant weld length
r
l weld length
W
M limit design bending moment
Rd
M design bending moment
Sd
m
inverse slope of s/N-curve
NC notch class
extreme values of stresses
min s, max s
P probability of survival
S
p , p distances
1 2
Q mass of the maximum hoist load
q impact toughness parameter
R design resistance
d
r radius of wheel
S design strain
d
s(m) stress history parameter
T temperature
t thickness
W elastic section modulus
el
characteristic factor for bearing connection
a
characteristic factor for limit weld stress
a
w
general resistance coefficient
g
m
fatigue strength specific resistance factor
g
Mf
8
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Table 1 (concluded)
Symbols,
Description
abbreviations
partial safety factor
g
p
resulting resistance coefficient
g
R
specific resistance factor
g
S
resulting resistance coefficient of bolt
g
Rb
g
specific resistance factor of bolt
sb
g resulting resistance coefficient of members
Rm
g specific resistance factor of members
sm
g resulting resistance coefficient of pins
Rp
g specific resistance factor of pins
sp
g resulting resistance coefficient of slip-resistance connection
Rs
g specific resistance factor of slip-resistance connection
ss
g resulting resistance coefficient of welding connection
Rw
g specfic resistance factor of welding connection
sw
f dynamic factor
2
k spread angle
l width of contact area in weld direction
d elongation from preloading
p
DF additional force
b
Dd additional elongation
µ slip factor
Ds characteristic value of stress range (normal stress)
c
Dt characteristic value of stress range (shear stress)
c
s design stress (normal)
Sd
t design stress (shear)
Sd
s design weld stress (normal)
w, Sd
t
design weld stress (shear)
w, Sd
Ds permissible (limit) stress range (normal)
Rd
Ds permissible stress range for k* = 1
Rd,1
Dt permissible (limit) stress range (shear)
Rd
Ds design stress range (normal)
Sd
Dt design stress range (shear)
Sd
9
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4 General
4.1 Materials
4.1.1 Structural members
European Standards specify materials and specific values. This standard gives a preferred selection.
For structural members, steel according to following European Standards should be used:
¾ Non-alloy structural steels EN 10025.
¾ Weldable fine grain structural steels in conditions:
¾ normalised (N) EN 10113-2;
¾ thermomechanical (M) EN 10113-3.
¾ High yield strength structural steels in the quenched and tempered condition EN 10137-2.
¾ High yield strength steels for cold forming in conditions:
¾ thermomechanical (M) EN 10149-2;
¾ normalised (N) EN 10149-3.
Table 2 shows specific values for the nominal value of strength f , f and limit design stress f (see 5.2). For more
u y Rd
information see the specific European Standard.
Grades and qualities other than those mentioned in the above standards and in Table 2 can be used if the
mechanical properties and the chemical composition are guaranteed by the manufacturer and conform to the
relevant European Standard. If necessary, the weldability shall be demonstrated by the steel manufacturer.
When selecting grade and quality of the steel for tensile members, the sum of impact toughness parameters q shall
i
be taken into account. Table 3 gives the impact toughness parameters q for various influences. Table 4 gives the
i
required steel quality and impact energy/test temperature in dependence of Sq. Grades and qualities of steel other
i
than mentioned in Table 4 may be used, if the steel manufacturer guarantees and certifies an impact energy/test
temperature, tested according to EN 10045-1.
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Table 2 — Specific values of steels for structural members
Limit design stress
Nominal strength
for g =1,1
Rm
Thickness t
Steel Standard
f f
y u
(mm)
f , normal f , shear
Rd Rd
yield ultimate 2 2
2 2 (N/mm ) (N/mm )
(N/mm ) (N/mm )
t£16 235 214 123
225 205 118
16
S235 340
215 195 113
40
195 177 102
100
275 250 144
t£16
265 241 139
16
255 232 134
40
S275 430
245 223 129
63
EN 10025
235 214 123
80
225 205 118
100
t£16 355 323 186
345 314 181
16
335 305 176
40
S355 490
325 296 171
63
315 287 166
80
295 268 155
100
t<16 355 323 186
345 314 181
16
335 305 176
40
S355 450
325 295 171
63
315 286 165
80
295 268 155
100
t<16 420 382 220
EN 10113-2
16
(N)
390 355 205
40
S420
500
370 336 194
63
EN 10113-3
360 327 189
80
(M)
340 309 178
100
t<16
460 418 241
440 400 231
16
430 391 226
S460 40
530
410 373 215
63
400 364 210
80
3
S460 550
440 400 231
50
500 455 262
3
S500 590
480 436 252
50
3
S550 640
530 482 278
50
EN 10137-2 3
S620
700
580 527 304
50
690 627 362
3
S690
650 591 341
50
3
S890
830 880 755 436
50
960 873 504
S960 3
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Table 2 (concluded)
Limit design stress
Nominal strength
for g =1,1
Rm
Thickness
Steel Standard
f f
y u
t (mm)
f , normal f , shear
Rd Rd
yield ultimate
2 2
(N/mm ) (N/mm )
2 2
(N/mm ) (N/mm )
S315 315 390 286 165
S355 355 430 323 186
S420 420 480 382 220
S460 (M) 460 520 418 241
all t
500 455 262
EN 10149–2
S500 (M) 550
(M)
550 500 289
S550 (M) 600
EN 10149-3
(N)
S600 (M) 600 650 545 315
t£8 650 591 341
S650 (M) 700
t>8 630 573 331
t£8 700 636 367
S700 (M) 750
t>8 680 618 357
Table 3 — Impact toughness parameters q
i
i Influence q
i
0
0 £ T
-20 £ T < 0 1
1 Temperature T (°C)
-40 £ T < -20 2
-50 £ T < -40 4
f £ 300 0
y
300 < f £ 460 1
y
2
2 Yield point f (N/mm ) 460 < f £ 700 2
y y
700
y
1 000
y
Material thickness t (mm) t £ 10 0
Equivalent thickness t for solid bars: 10 < t £ 20 1
20 < t £ 50 2
3
50 < t £ 100 3
d b b
t = for <1,8 : t =
t > 100 4
1,8 1,8
h
Ds > 125 0
c
80 < Ds £ 125 1
c
Stress concentration and notch class Ds
c
4
2
(N/mm ) (see annex A and annex E)
56< Ds £ 80 2
c
Ds £ 56 3
c
12
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SIST-TS CEN/TS 13001-3-1:2005
CEN/TS 13001-3-1:2004 (E)
Table 4 — Impact toughness requirement and corresponding steel quality for åq
i
åq £ 3 4 £ åq £ 6 7 £ åq £ 9 åq ³ 10
i i i i
Impact energy/ test
temperature 27 J / +20°C 27 J / 0°C 27 J / -20°C 27 J / -40°C
requirement
EN 10025 JR J0 J2 a)
EN 10113 N, M N, M N, M NL, ML
EN 10137-2 Q Q Q QL
EN 10149 NC, MC NC, MC NC, MC a)
a)
May be used if the steel manufacturer guarantees and certifies an impact energy/test temperature of at least 27 J at
–40 °C, tested according to EN 10045-1.
4.1.2 Connecting devices
For bolt connections bolts of the property classes 4.6, 5.6, 8.8, 10.9 or 12.9 according to EN ISO 898-1 shall be
used. Nominal values of the strengths:
Table 5 — Property classes
Property class 4.6 5.6 8.8 10.9 12.9
2
f (N/mm ) 240 300 640 900 1 080
yb
2
f (N/mm ) 400 500 800 1 000 1 200
ub
4.2 Bolt connections
4.2.1 General
For the purpose of this standard bolt connections are specified as connections, where
¾ bolts are tightened and thus compress the joint surfaces together;
¾ the joint surfaces are secured against rotation (e. g. by using multiple bolts).
4.2.2 Shear and bearing connections
Connections with fitted bolts, where
¾ the loads act perpendicular to the bolt axis and cause shear and bearing stresses in the bolts;
¾ clearance between bolt and hole shall be according to ISO 286-2 tolerances h13 and H11;
¾ at maximum 10 % of the clamping length may be covered by the threaded part of the bolt;
¾ special surface treatment of the contact surfaces is not required.
4.2.3 Slip resistant connections
Connections with high strength bolts of property classes 8.8, 10.9 or 12.9, where
13
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SIST-TS CEN/TS 13001-3-1:2005
CEN/TS 13001-3-1:2004 (E)
¾ the loads are transmitted by friction between the joint surfaces;
¾ bolts are tightened by a controlled method to the full preloading state;
¾ the surface condition of the contact surfaces shall be specified and taken into account accordingly.
4.2.4 Connections loaded in tension
Connections with high strength bolts of property classes 8.8, 10.9 or 12.9, where
¾ the loads act in the direction of the bolt axis and cause axial stresses in the bolts;
¾ bolts are tightened by a controlled method to the full preloading state;
¾ fatigue assessment of the bolts shall be done considering the structural features of the joint, e. g. stiffness of
the connected parts and the leverage action caused by the joint geometry;
¾ an even contact over the whole intended contact area of the joint shall be ensured.
4.3 Pin connections
Pin connections are regarded as connections that allow turning of the connected parts.
4.4 Welded connections
Terms for welded joints shall be as given in EN 12345. Symbolic representation on drawings shall be according to
EN 22553.
4.5 Proofs of structural members and connections
It has to be proven that the strains S do not exceed the resistances
...
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