EN 13001-3-1:2012

2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.Žerjavi - Konstrukcija, splošno - 3-1. del: Mejna stanja in dokaz varnosti jeklene nosilne konstrukcijeKrane - Konstruktion allgemein - Teil 3-1: Grenzzustände und Sicherheitsnachweis von StahltragwerkenAppareils de levage à charge suspendue - Conception générale - Partie 3-1: Etats limites et vérification d'aptitude des structures en acierCranes - General Design - Part 3-1: Limit States and proof competence of steel structure53.020.20DvigalaCranesICS:Ta slovenski standard je istoveten z:EN 13001-3-1:2012SIST EN 13001-3-1:2012en,fr,de01-oktober-2012SIST EN 13001-3-1:2012SLOVENSKI
STANDARDSIST-TS CEN/TS 13001-3-1:2005/AC:2007SIST-TS CEN/TS 13001-3-1:20051DGRPHãþD

EUROPEAN STANDARD NORME EUROPÉENNE EUROPÄISCHE NORM
EN 13001-3-1
March 2012 ICS 53.020.20 English Version
Cranes - General Design - Part 3-1: Limit States and proof competence of steel structure
Appareils de levage à charge suspendue - Conception générale - Partie 3-1: Etats limites et vérification d'aptitude des charpentes en acier
Krane - Konstruktion allgemein - Teil 3-1: Grenzzustände und Sicherheitsnachweis von Stahltragwerken This European Standard was approved by CEN on 11 February 2012.
CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this European Standard the status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such national standards may be obtained on application to the CEN-CENELEC Management Centre or to any CEN member.
This European Standard exists in three official versions (English, French, German). A version in any other language made by translation under the responsibility of a CEN member into its own language and notified to the CEN-CENELEC Management Centre has the same status as the official versions.
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Limit design shear force Fv,Rd per bolt and per shear plane for multiple shear plane connections . 60Annex B (informative)
Preloaded bolts . 61Annex C (normative)
Design weld stresses σσσσW,Sd and ττττW,Sd . 63C.1 Butt joint . 63C.2 Fillet weld . 64C.3 T-joint with full and partial penetration . 65C.4 Effective distribution length under concentrated load . 66Annex D (normative)
Values of slope constant m
and characteristic fatigue strength ∆∆∆∆σσσσc, ∆∆∆∆ττττc . 67Annex E (normative)
Calculated values of limit design stress ranges ∆∆∆∆σσσσRd and ∆∆∆∆σσσσRd,1 . 88Annex F (informative)
Evaluation of stress cycles (example) . 90Annex G (informative)
Calculation of stiffnesses for connections loaded in tension . 92Annex H (informative)
Hollow Sections . 95Annex I (informative)
Selection of a suitable set of crane standards for a given application . 107Annex ZA (informative)
Relationship between this
European Standard and the Essential Requirements of EU Directive 2006/42/EC . 108Bibliography . 109 SIST EN 13001-3-1:2012

(ISO 286-2:2010) EN ISO 898-1:2009, Mechanical properties of fasteners made of carbon steel and alloy steel — Part 1: Bolts, screws and studs with specified property classes — Coarse thread and fine pitch thread (ISO 898-1:2009) EN ISO 5817:2007, Welding — Fusion-welded joints in steel, nickel, titanium and their alloys (beam welding excluded) — Quality levels for imperfections (ISO 5817:2003, corrected version:2005, including Technical Corrigendum 1:2006) EN ISO 9013:2002, Thermal cutting — Classification of thermal cuts — Geometrical product specification and quality tolerances (ISO 9013:2002) EN ISO 12100:2010, Safety of machinery — General principles for design — Risk assessment and risk reduction (ISO 12100:2010) EN ISO 17659:2004, Welding — Multilingual terms for welded joints with illustrations (ISO 17659:2002) ISO 4306-1:2007, Cranes — Vocabulary — Part 1: General 3 Terms ,definitions, symbols and abbreviations 3.1 Terms and definitions For the purposes of this document, the terms and definitions given in EN ISO 12100:2010 and the basic list of definitions as provided in EN 1990:2002 apply. For the definitions of loads, Clause 6 of ISO 4306-1:2007 applies. 3.2 Symbols and abbreviations The symbols and abbreviations used in this Part of the EN 13001 are given in Table 1. SIST EN 13001-3-1:2012

limit design force
Fe external force (on bolted connection) Fb, Rd limit design bearing force Fb, Sd; Fbi, Sd design bearing force Fcs, Rd limit design tensile force
Fp, d design preloading force Fcr reduction in compression force due to external tension
f maximum imperfection fd limit stress fK characteristic value (stress) fRd limit design stress fu ultimate strength of material fub ultimate strength of bolts fw, Rd limit design weld stress fy yield stress of material fyb yield stress of bolts fyp yield stress of pins hd distance between weld and contact area of acting load I, Ii moments of inertia of members k stress concentration factor (pinned connections) Kb stiffness of bolt Kc stiffness of connected parts k* specific spectrum ratio factor km stress spectrum factor based on m of the detail under consideration k3 stress spectrum factor based on m = 3 kσx, kσy, kτ buckling factors L element length (buckling) lm gauge length
lr relevant weld length lW weld length MRd limit design bending moment MSd design bending moment m slope constant of log ∆σ/log N-curve N compressive force (buckling) SIST EN 13001-3-1:2012

fatigue strength specific resistance factor γp partial safety factor γR resulting resistance factor γS specific resistance factor γRb resulting resistance factor of bolt γsbb, γsbs, γsbt specific resistance factors of bolted connections γRm resulting resistance factor of members γsm specific resistance factor of members γRp resulting resistance factor of pins γspm ,γsps , γspb ,γspt specific resistance factors of pins γRs resulting resistance factor of slip-resistance connection γss specific resistance factor of slip-resistance connection γRc resulting resistance factor for tension on section with holes γst specific resistance factor for tension on section with holes γRw resulting resistance factor of welding connection γsw specific resistance factor of welding connection δp elongation from preloading φ2 dynamic factor κ dispersion angle (wheel pressure) κ, κx, κy, κτ reduction factors (buckling) λ width of contact area in weld direction SIST EN 13001-3-1:2012

edge stress ratio (buckling) ∆Fb additional force
∆δ t additional elongation µ slip factor ν relative total number of stress cycles (normalized) νD ratio of diameters ∆σc characteristic value of stress range (normal stress) ∆τc characteristic value of stress range (shear stress) σe reference stress (buckling) σb lower extreme value of stress range σu upper extreme value of stress range σSd design stress (normal) τSd design stress (shear) σw, Sd τw, Sd ∆σRd design weld stress (normal) design weld stress (shear) limit design stress range (normal) ∆σRd,1 limit design stress range for k* = 1 ∆τRd limit design stress range (shear) ∆σSd design stress range (normal) ∆τSd design stress range (shear)
4 General 4.1 Documentation The documentation of the proof of competence shall include:  design assumptions including calculation models,  applicable loads and load combinations,  material grades and qualities,  weld quality levels, in accordance with EN ISO 5817,  materials of connecting elements,  relevant limit states,  results of the proof of competence calculation. and tests when applicable. SIST EN 13001-3-1:2012

For structural members, steel according to following European Standards should be used: a) Non-alloy structural steels EN 10025-2; b) Weldable fine grain structural steels in conditions: 1) normalized (N) EN 10025-3; 2) thermomechanical (M) EN 10025-4; c) High yield strength structural steels in the quenched and tempered condition EN 10025-6; d) High yield strength steels for cold forming in conditions: 1) thermomechanical (M) EN 10149-2; 2) normalized (N) EN 10149-3. Table 2 shows specific values for the nominal value of strength fu, fy and limit design stress fRd (see 5.2). The values given are applicable for temperatures up to 150°C. For more information see the specific European Standard. The actual material properties shall satisfy minimum ductility requirements as follows:  the ratio fu /fy ≥1,05 and  the percentage elongation at fracture A≥7%
on a gauge length 0065,5SL×= (where S0 is the original cross-sectional area). To allow the use of nominal values of plate thicknesses in the proof calculations, the minus tolerance of the plate shall be equal or better than that of class A of EN 10029:2010. Otherwise the actual minimum value of plate thickness shall be used. To allow the use of nominal dimensions for other steel products than plates, their minus tolerances shall be within those of the relevant European standards for those products. Grades and qualities other than those mentioned in the above standards and in Table 2 may be used if the mechanical properties and the chemical composition are specified in a manner corresponding to relevant European standard, and if the material satisfies the following conditions:
 the ratio fu /fy ≥1,05;  the percentage elongation at fracture A≥7% on a gauge length 00655S,L×= (where S0 is the original cross-sectional area);  weldability is demonstrated. NOTE Where it is deemed necessary to check for internal defects, classes of EN 10160 should be specified. SIST EN 13001-3-1:2012

t ≤ 16 16 < t ≤ 40 40 < t ≤ 100 100 < t ≤ 150 235 225 215 195 340 214 205 195 177 123 118 113 102 S275 t ≤ 16 16 < t ≤ 40 40 < t ≤ 63 63 < t ≤ 80 80 < t ≤ 100 100 < t ≤ 150 275 265 255 245 235 225 430 250 241 232 223 214 205 144 139 134 129 123 118 S355 t ≤ 16 16 < t ≤ 40 40 < t ≤ 63 63 < t ≤ 80 80 < t ≤ 100 100 < t ≤ 150 355 345 335 325 315 295 490 323 314 305 296 287 268 186 181 176 171 166 155 S355 EN 10025-3 (N)
EN 10025-4 (M) t ≤ 16 16 < t ≤ 40 40 < t ≤ 63 63 < t ≤ 80 (N) 80 < t ≤ 100 (N) 100 < t ≤ 150 (N) 355 345 335 325 315 295 450 323 314 305 295 286 268 186 181 176 171 165 155 S420 t ≤ 16 16 < t ≤ 40 40 < t ≤ 63 63 < t ≤ 80 (N) 80 < t ≤ 100 (N) 100 < t ≤ 150 (N) 420 400 390 370 360 340 500 382 364 355 336 327 309 220 210 205 194 189 178 S460 t ≤ 16 16 < t ≤ 40 40 < t ≤ 63 63 < t ≤ 80 (N) 80 < t ≤ 100 (N) 460 440 430 410 400
530 418 400 391 373 364 241 231 226 215 210 S460 EN 10025-6 3 < t ≤ 50 50 < t ≤ 100 460 440 550 418 400 241 231 S500 3 < t ≤ 50 50 < t ≤ 100 500 480 590 455 436 262 252 S550 3 < t ≤ 50 50 < t ≤ 100 550 530 640 500 482 289 278 S620 3 < t ≤ 50 50 < t ≤ 100 620 580 700 564 527 325 304 S690 3 < t ≤ 50 50 < t ≤ 100 690 650 770 760 627 591 362 341 S890 3 < t ≤ 50 50 < t ≤ 100 890 830 940 880 809 755 467 436
mm Nominal strength Limit design stress (γγγγRm=1,1) fy yield N/mm2 fu ultimate N/mm2 fRdσσσσ, normal N/mm2 fRdττττ, shear N/mm2 S960 EN 10025-6 3 < t ≤ 50 960 980 873 504 S315 EN 10149-2 (M)
EN 10149-3 (N) all t 315 390 286 165 S355 355 430 323 186 S420 420 480 382 220 S460 (M) 460 520 418 241 S500 (M) 500
550 455 262 S550 (M) 550
600 500 289 S600 (M) EN 10149-2 (M)
EN 10149-3 (N) all t 600 650 545 315 S650 (M) t ≤ 8 t > 8 650 630 700 591 573 341 331 S700 (M) t ≤≤≤≤ 8 t > 8 700 680 750 636 618 367 357
4.2.2 Impact toughness When selecting grade and quality of the steel for tensile members, the sum of impact toughness parameters qi shall be taken into account. Table 3 gives the impact toughness parameters qi for various influences. Table 4 gives the required steel quality and impact energy/test temperature in dependence of ]Σqi. Grades and qualities of steel other than mentioned in Table 4 may be used, if an impact energy/temperature is tested in accordance with EN 10045-1 and specified. SIST EN 13001-3-1:2012

≤ T < 0 1 -20 ≤ T < -10 2 -30 ≤ T < -20 3 -40 ≤ T < -30 4 -50 ≤ T < -40 6 2 Yield stress fy (N/mm2) fy ≤ 300 0 300 < fy ≤ 460 1 460 < fy ≤ 700 2 700 8,1dt= for 8,1 125 0 80 < ∆σc
≤ 125 1 56< ∆σc ≤ 80 2 40< ∆σc ≤ 56 3 30< ∆σc ≤ 40 4 ∆σc ≤30 5 5 Utilization of static strength (see 5.3.1) Rd1Sd75,0f×>σ 0 SdRd15,0σ<×f and Rd1Sd75,0f×≤σ -1 SdRd125,0σ<×f and Rd1Sd5,0f×≤σ -2 Rd1Sd25,0f×≤σ -3
∑∑∑∑qi ≤≤≤≤ 5 6 ≤≤≤≤ ∑∑∑∑qi ≤≤≤≤ 8 9 ≤≤≤≤ ∑∑∑∑qi ≤≤≤≤ 11 12 ≤≤≤≤ ∑∑∑∑qi ≤≤≤≤ 14 Impact energy/ test temperature requirement 27 J
/
+20°C 27 J
/
0°C 27 J
/
-20°C 27 J
/
-40°C EN 10025-2 JR J0 J2 a EN 10025-3 N N N NL EN 10025-4 M M M ML EN 10025-6 Q Q Q QL EN 10149-2 MC MC MC a EN 10149-3 NC NC NC a a May be used if the impact toughness is at least 27 J at – 40°C, tested in accordance with EN 10045-1 and specified.
4.3 Bolted connections 4.3.1 Bolt materials For bolted connections bolts of the property classes (bolt grades) 4.6, 5.6, 8.8, 10.9 or 12.9 in accordance with EN ISO 898-1:2009 shall be used. Table 5 shows nominal values of the strengths to be used in design calculations: Table 5 — Property classes (bolt grades) Property class (Bolt grade) 4.6 5.6 8.8 10.9 12.9 ybf (N/mm2) 240 300 640 900 1 080 ubf (N/mm2) 400 500 800 1 000 1 200
NOTE The designer should ask the bolt supplier to demonstrate compliance with the requirements regarding the protection against hydrogen brittleness, for the property classes (bolt grades) 10.9 and 12.9. Technical requirements can be found in EN ISO 15330, EN ISO 4042 and ISO 9587. 4.3.2 General For the purpose of this standard bolted connections are connections between members and/or components utilizing bolts. In general, bolted connections are tensioned wrench tight. Where slippage (e.g. caused by vibrations or fluctuations in loading) causes deleterious changes in geometry, bolts shall be tightened to avoid slippage sufficiently or the joint surfaces shall be secured against rotation (e.g. by using multiple bolts). SIST EN 13001-3-1:2012

 proof of strength of hollow section girder joints in accordance with Clause 7;  proof of elastic stability in accordance with Clause 8. NOTE The deformation and vibrational behaviour of structures should be limited considering the intended use of the crane. SIST EN 13001-3-1:2012

(3) SIST EN 13001-3-1:2012
Z35 in accordance with EN 10164:2004 smγ= 1,16 for material in quality class Z15 in accordance with EN 10164:2004 smγ= 1,34 for materials without quality classification in accordance with EN 10164,
but conforming to classes S2 and E3 of EN 10160:1999 smγ= 1,50 without quality classification of through-thickness property SIST EN 13001-3-1:2012

Key Figure shows a tensile load perpendicular to plane of rolling where: 1 is the direction of the plane of rolling 2 is the direction of stress/load Figure 1 — Tensile load perpendicular to plane of rolling 5.2.3 Limit design forces in bolted connections 5.2.3.1 Shear and bearing connections 5.2.3.1.1 General The resistance of a connection shall be taken as the least value of the limit forces of the individual connection elements. In addition to the bearing capacity of the connection elements other limit conditions at the most stressed sections shall be verified using the resistance factor of the base material. Only the unthreaded part of the shank is considered effective in the bearing calculations. 5.2.3.1.2 Bolt shear The limit design shear force Rdv,F per bolt and for each shear plane shall be calculated from: 3RbybRdv,××=γAfF (5) with
sbsmbRγγγ×= where ybf is the yield stress (nominal value) of the bolt material (see Table 5) A is the cross-sectional area of the bolt shank at the shear plane sbsγ is the specific resistance factor for bolted connections sbsγ= 1,0
for multiple shear plane connections SIST EN 13001-3-1:2012

for single shear plane connections See Annex A for limit design shear forces of selected bolt sizes. 5.2.3.1.3 Bearing on bolts and connected parts The limit design bearing force ,bRdF per bolt shall be calculated from: RbyRdb,γtdfF××= (6) with
sbbmbRγγγ×= With the requirement
015,1de×≥ (7) and with the following recommendations for the plate 025,1de×≥ 010,3dp×≥ 020,3dp×≥ where yf is the minimum value of yield stresses of the basic materials and bolt (Table 2, Table 5) d is the shank diameter of the bolt 0d is the diameter of the hole t is the thickness of the connected part in contact with the unthreaded part of the bolt
sbbγ is the specific resistance factor for bolt connections sbb
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