Resistencia de enchapes: Bolts y soldaduras en estructuras de acero, Ejercicios de Estructura Social de España

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Eurocodes Tarea NE TE with worked examples AA Brussels, Belgium == Organised and supported by ¡EIA E DG Enterprise and Industry A AS MIE A NES ¡IIA Ae elo lrz idol) (ao oe European Commission Bolts, welds, US ¡MT with worked examples ISI TT Motivation To present o Content/principles o Selected particularities o Questions To offer o Worked examples for design according to EN1993-1-8: 2005 of Column bases European Commission TOTES [TA with worked examples Connections made with bolts, rivets or pins in EN1993-1-8: 2005 3.1 Bolts, nuts and washers pg. 20 3.2 Rivets 20 3.3 Anchor bolts 21 3.4 Categories of bolted connections 21 3.5 Positioning of holes for bolts and rivets 23 3.6 Design resistance of individual fasteners 24 29 3.8 Long joints 29 3.9 Slip resi 30 3.10 31 3.11 Prying forces 34 3.12 Distribution of forces between fasteners at the ultimate limit state 34 3.13 Connections made with pins 3131 General 3132 Design of pins. 4e w u [TA with worked examples uropean ISI TT Bolt standards EN 15048 Non-preloaded structural bolting assemblies o Part 1: General requirements o Part 2: Suitability test EN 14399 High-strength structural bolting for preloading [TA with worked examples uropean ISI TT High-strength structural bolting for preloading EN 14399 Part 1: General requirements Part 2: Suitability test for preloading Part 3: System HR — Hexagon bolt and nut assemblies Part 4: System HV — Hexagon bolt and nut assemblies Part 5: Plain washers Part 6: Plain chamfered washers Part 7: System HR — Countersunk head bolt and nut assemblies Part 8 : System HV — Hexagon fit bolt and nut assemblies European Commission [TA with worked examples ISI TT Mechanical properties EN 1SO 898-1, Mechanical properties of fasteners made of carbon steel and alloy steel — Part 1: Bolts, screws and studs (ISO 898-1:1999) EN 20898-2, Mechanical properties of fasteners — Part 2: Nuts with specified proof load values — Coarse thread (ISO 898-2:1992) EN ISO 3506-1, Mechanical properties of corrosion-resistant stainless-steel fasteners — Part 1: Bolts, screws and studs (ISO 3506-1:1997) EN 1SO 3506-2, Mechanical properties of corrosion-resistant stainless-steel fasteners — Part 2: Nut (ISO 3506-2:1997) [TA with worked examples uropean ISI TT Material Bolts made of carbon steel and alloy steel: 4.6, 4.8, 5.6, 5.8, 6.8, 8.8, 10.9 Nuts made of carbon steel and alloy steel: 4, 5, 6, 8, 10, 12 Bolts made of austenitic stainless steel: 50, 70, 80 Nuts made of austenitic stainless steel: 50, 70, 80 Washers (if appropriate) according to hardness class HV 100 or HV 200 [TA with worked examples uropean ISI TT EN 1993-1-8 Material Properties Nominal values for bolts f., is yield strength La is ultimate tensile strength Bolt class | 4.6 4.8 5.6 5.8 6.8 8.8 10.9 (N Pa 240 320 300 400 480 640 900 (N La 400 400 500 500 600 800 | 1000 TOTES [TA with worked examples Resistance in shear in one shear plane Fura — where the shear plane passes through the unthreaded portion of the bolt 0a,=0,6 A is the gross cross section of the bolt Lu is ultimate tensile strength for bolt Ym2 s partial safety factors for resistance of bolts [TA with worked examples Resistance in shear in one shear plane Ywo where the shear plane passes through the threaded portion of the bolt - for classes 4.6, 5.6 and 8.8: 0,=0,6 - for classes 4.8, 5.8, 6.8 and 10.9 0,=0,5 A is the tensile stress area of the bolt A. fi is ultimate tensile strength for bolt Ymo s partial safety factors for ance of bolts TOTES [TA with worked examples Po ISI TT Resistance in bearing For = k, ap d tf, Y m2 where oL, is the smallest of «,, Je or 1,0 f, e, Ps In the direction of load transfer on ¡ PL 1 -for end bolts: %, = 3d, , for inner bolts xy 3d 4 ÍA Fb.Sd Perpendicular to the direction of load transfer - for edge bolts k, is the smallest of 2,8 E -1,7 or2,5 0 - for inner bolts k, isthe smallest of 1,4 + 1,7 0r2,5 o ¡MT with worked examples Po ISI TT Influence of distances to force Fora _ Y me Prallel to acting force $ ++ $ + 4 —> F $ $ ¡MT with worked examples o ISI TT Perpendicular to acting force p Llaja tf, b,Rd Y me ++? Poo ¿— ++? Eurocodes - Design of with worked examples European Commission INT Oro TI €, Pr € Influence of distances o] €) Pa 7 — e Nomimal transversal distances: e, =1,2 d, 28 S-17 28 EZ -17 1.66 p,=2,2 d, o o e, =1,2 do k, = mín 11,4 2-17 = mín 11,4 = do 17 |=min (166,=166 p>=2,4d, ? ? 25 25 25 End bolts ,,-_% _12% _o:400 k, a, dtf, 166-0,400dtf, dtt, * 3d, 3d, ” Fora = = = 0,664 Ye Ye Ye Internal bolts F,, = k a, dtf, _166:0483dtf, yop d tt, Y Y Y a, =P 0925-22 _0,25-0,483 . e . 3d, 3d, European Commission ¡MT with worked examples ISI TT Steel S690 Experiment bolts M12 10.9 minimal and maximal pitch B1 B2 B3 B1 B2 B3 vo Last-Verfromungskurve 200 Fu= 297kN z E, Fase = VÍ ar2r co JE LA > CE A SHA e Esso ] . 7 ] / / E a oa e,= 1,0 dy < min. e, = 1,2 dy e,= 2,4d, and p,= 3,2 dy ena ve Imma Comparison to EN e, and p, min. Ey Fenz = 1,27 ) University of Dortmund, e; and p, max. Eu Fenz = 1,02 Institute of Steel Structures No with worked examples Plica ST Se AN. Numerical model + Good agreement AS » Diffference D=5,5% Comparison of simulation VL-100-220-385 University of Dortmund, Institute of Steel Structures Eurocodes - Design of with worked examples European TOTES Commission Scope of the lecture Bolts oGeneral oDesign resistance of individual fasteners o Non-preloading bolts o Slotted holes o Design for block tearing o Worked example oSummary Welds o General o Fillet weld o Design model o — Design example o Welding to flexible plate o Summary Column bases o Basis of design o Components o Base plate and concrete in compression o Base plate in bending and bolt in tension o Anchor bolt inshear o Assembly o Resistance o Stifiness o Classification o Worked examples o Summary [TA with worked examples uropean ISI TT Block tearing Failure in shear at the row of bolts along the shear face of the hole group accompanied by Tensile rupture along the line of bolt holes on the tension face of the bolt group E E ¡MESAS with worked examples Commission STO lA Test Orbison J.G., Wagner M. E., Fritz W.P. 1999, Tension plane behavior in single-row bolted connections subject to block shear, Journal of Constructional Steel Research, 49, 225-239 European [TA with worked examples Commission TOTES FE model Rupture Topkaya C., 2004, A finite element parametric study on block shear failure of steel tension members, Journal of Constructional Steel Research, 60, 1615 -— 1635, ISSN 0143-974X. ma CTA (ea European Commission [TA with worked examples ISI TT Worked example — Fin plate connection 3 x M20, 8.8 P10 - 230 x 110 lá HEA 200 meteriál S235 10 8235 Y —> > IPE 300 45 oy S235 : 70 : Vad 70 = 100 kN 45 5/ 1 150/50 El [TA with worked examples uropean ISI TT Worked Example — Fin Plate connection Shear Resistance A A, 80 45 S 70 70 = $ Í 70 4 QS e ne y | 1 (220-2x22-11)-7,1 Vara = Lot += :235-: z Ym2 3 ! Ymo 1,25-10* 43 1,0-10* =39,9+159kN= 199 kN 05 fubr An 1 An 0,5-360-(50-11)-7,1 [TA with worked examples En ISI TT Worked example — Fin plate, Tying resistance py Q d Ps LOAN AN rl EN ma : In beam web > 50 50 / fimbn 1. An _360x7,1(140-2x22) 1 2035. 2715011) +1, /Mu /3 Y Y mo 1,11 43 1,0 =223+75.1=298 kN Nráus = [TA with worked examples Po ISI TT Bolted connection of double angle bar 0,=35, 2 q Y «] Sos oo 40,70,70|70|70 40 es Pr _ Bolts in shear Two shear planes Shear in bolt thread 0, A 0,6:-245-500 Resistance for one bolt F,gy=2 2 As fio 2: 22 =117,6kN Y ma 1,25 European Commission [TA with worked examples ISI TT Bolted connection of double angle bar Ned — o $ os + $ if 2 2xL80x6 6/6 8 ój 40.70.70 |70 .70(20) ha es Pa _ Bearing of end bolt k, = min 26 EAT, 25) = mir 28-32-17 25] =mir(275,25) > k¡=25 O Le 40 0,606 3 do 3.22 op =Mi fue, =mi 500 = min; 1389) = 0,606 t 360 10 1,0 1,0 ky adtf, 25-0,606-20-8-360 =87,3kN Y mo 1,25 Po, Rd — European Commission [TA with worked examples ISI TT Bolted connection of double angle bar $ $ os 82 A 40,70 ,70,70 (DE 8 er 1%) _ 2 q v Bearing of internal bolt k, = mn 26 E 4,7; 25 = mir 28 3547. 25] =min275,25) > k¡=25 » 22 Pr o 1 0,811 3d, 4 3.22 4 0 = Mi fu, =mi 500 = min 1,389, = 0,81 1 t 360 10 1,0 1,0 Fora = 25-0811-20-8:360 22419 ! 1,25 [TA with worked examples uropean ISI TT Summary for bolted connections o Connections made with bolts, rivets or pins in Chapter 3 of EN 1993-1-8 o Non-preloaded bolts o Preloaded bolts preload (0,7 f,) o Injection bolts replacement of rivets; bolts 8.8 and 10.9 o Pins including serviceability No with worked examples Plica ST Se Future? SE Advanced models of bolted connections o FEM research models o Validated on experiments o FEM design models o Verified against analytical and numerical models o Bars and springs model o In tension - stiffness, resistance o In shear - contact =>) Fan model of bolts [TA with worked examples European Commission o Scope of the lecture Bolts o o o o Welds o General General Design resistance of individual fasteners o — Non-preloading bolts o - Slotted holes Design for block tearing Worked example Summary o Fillet weld o Design model o Design example oWelding to flexible plate oSummary Column bases o o o Basis of design Components o Base plate and concrete in compression o Base plate in bending and bolt in tension o Anchor bolt in shear Assembly o Resistance o Stifiness Classification Worked examples Summary E Eurocodes - Design of with worked examples ropean Commission , 16 - 17 October 2014 Scope of the lecture Bolts o General o - Design resistance of individual fasteners o — Non-preloading bolts o - Slotted holes o Design for block tearing o Worked example Summary Welds o General o Fillet weld o Design model o Design example oWelding to flexible plate oSummary Column bases o Basis of design o Components o Base plate and concrete in compression o Base plate in bending and bolt in tension o Anchor bolt in shear o Assembly o Resistance o Stifiness o Classification Worked examples o Summary o No with worked examples Po ST Se Fillet welds — Definition of effective throat thickness a Conwexity Leg Size j a Leg € Size Effective Throat The effective throat thickness of a fillet weld should not be less than 3 mm Actual Throat Theoretical Throal [TA with worked examples Po ISI TT Design Model of Fillet Welds a effective throat thickness of the fillet weld GgL normal stresses perpendicular to the throat 91 normal stresses parallel to the axis of weld (omitted) TL Shear stresses perpendicular to the axis of weld 7 shear stresses parallel to the axis of weld ¡MT with worked examples European Commission INT Oro TI Correlation factor [A,, for fillet welds Standard and steel grade Correlation factor EN 10025 EN 10210 EN 10219 Ba S 235 S 235 W S 235 H S 235 H 0,80 S 275 S 275 H S 275 N/NL S NL S 275 NH/NLH 0,85 S 275 M/ML S 275 MH/MLH S 305 S 355 H S 355 N/NL S 359 H S 355 M/ML S 355 NH/NLH e ML 0,90 S 355 W S 420 N/NL S 420 MIML S 420 MH/MLH 1,00 S 460 N/NL S 460 M/ML S 460 NH/NLH oo EL 1,00 S 460 Q/QLIQL1 E Eurocodes - Design of with worked examples ropean Commission , 16 - 17 October 2014 Scope of the lecture Bolts o General o - Design resistance of individual fasteners o — Non-preloading bolts o - Slotted holes o Design for block tearing o Worked example Summary Welds o General o Fillet weld o Design model o Design example oWelding to flexible plate oSummary Column bases o Basis of design o Components o Base plate and concrete in compression o Base plate in bending and bolt in tension o Anchor bolt in shear o Assembly o Resistance o Stifiness o Classification Worked examples o Summary o [TA with worked examples co ISI TT Two fillet welds in parallel shear 4 1 =F/2a/ A From plane stress analysis is F/Za 1 < (1013) Throat | thickness, not | F leg length | | A. 1 y | [TA with worked examples Flange - web weld TOTES Welds are loaded by longitudinal shear force V, = Vs, S/l £ A where Vo a shear force Vsa S - static moment of flange to neutral axis | moment of inertia This longitudinal force is carried by two welds effective thickness a Shear stress a a Ty =V,/2a<f Bu Yu V3 Z > Maximum stress is at the point of maximum shear force E Eurocodes - Design of with worked examples ropean Commission , 16 - 17 October 2014 Scope of the lecture Bolts o General o - Design resistance of individual fasteners o — Non-preloading bolts o - Slotted holes o Design for block tearing o Worked example Summary Welds o General o Fillet weld o Design model o Design example oWelding to flexible plate oSummary Column bases o Basis of design o Components o Base plate and concrete in compression o Base plate in bending and bolt in tension o Anchor bolt in shear o Assembly o Resistance o Stifiness o Classification Worked examples o Summary o [TA with worked examples En ISI TT Welds to flexible plate Y Effective width of unstiffened column flanges la | EN 1993-1-8 Chapter 4.10. | Desp = Eo +25 +7 €, El NS ? Des = 8. +25+7 | 2 tm bno tac thickness of column web ti thickness of column flange to thickness of beam flange S equal to fillet radius r, for hot rolled column section [TA with worked examples Po ISI TT Summary o Chapter 4 in EN1993-1-8: 2005 o Rules for connection of open sections o Chapter 7 in EN1993-1-8: 2005 o Rules for connection of hollow sections o New rules for high strength steels o Size of welds o Weld design for full resistance [TA with worked examples En ISI TT Weld design for full resistance Loading by normal by connecting member Not directly in code 5 ll a > 07 HE Lo o + Í, ÍY mw y eL a 5 O =Fsg/ (th) t F¿, is the acting design force fu ¡is plate design strength t ¡sthethinness of connecting plate b ¡is width of connecting plate Full capacity of a plate the thickness for steel $235 66 [TA with worked examples uropean ISI TT Weld design for full resistance Loading by shear force by connecting member T= Vo, / (th) Voy ¡sthe design shear force in weld "Ll | e For full capacity of a plate thickness S235 [TA with worked examples uropean ISI TT Column bases in chap. 6 of EN 1993-1-8: 2005 Unfortunately in 6 clauses O O O Resistance in cl. 6.2.8, cl. 6.2.5(7) Stiffness in cl. 6.3.1(4) Classification in cl. 5.2.2.5 Component concrete block in compression and base plate in bending in cl. 6.7(2) Component anchor bolt in tension and base plate in bendingin cl. 6.2.6.11(2) Component anchor bolt in shear cl. 6.2.2(6) 70 [TA with worked examples Component method European Commission TOTES Anchor bolts in tension cl. 6.2.8 and base plate in bending A Concrete block in compressior and base plate in bending Components o Concrete block in compression and base plate in bending o Anchor bolt in tension Anchor bolts in shear and base plate in bending o | o Component anchor bolt in shear 4 o) o Column web and flange in compression Column web in shear 71 European [TA with worked examples Commission TOTES Background materials Wald F., Sokol Z., Steenhuis M. and Jaspart, J.P., Component Method for Steel Column Bases, Heron. 2008, vol. 53, no. 1/2, 3-20, ISSN 0046-7316 Steenhuis M., Wald F., Sokol Z. and Stark J.W.B., Concrete in Compression and Base Plate in Bending, Heron. 2008, vol. 53, no. 1/2, 51-68, ISSN 0046-7316. Wald F., Sokol Z. and Jaspart J.P., Base Plate in Bending and Anchor Bolts in Tension, Heron, 2008, vol. 53, no. 1/2, 21-50, ISSN 0046-7316. Gresnight N., Romeijn A., Wald F., and Steenhuis M., Column Bases in Shear and Normal Force, Heron, 2008, vol. 53, no. 1/2, 87-108, ISSN 0046-7316. EN 1992-4 Eurocode 2: Design of concrete structures — Part 4: Design of Fastenings for Use in Concrete TOTES European Commission [TA with worked examples 3D behaviour Concentrated force for at concrete resistance Fg , o Design bearing strength of joint cl. 6.2.5(7) o Area of crushing of the concrete A,, o According to cl. 6.7(2) in EN 1992-1-1 Aco= by d, A¿ = b, d, , y : >) / e ! d, E 3d, e 1x1 | h>b,-b,;h>d,-d, 3-b,>b, a 3-d,>d, ha (bo -b1) LES A. hz(d-d) European Commission [TA with worked examples ISI TT Cursing of the concrete cl. 6.7(2) in EN 1992-1-1 Homogenous forces on area A, Load axes [TA with worked examples European Commission ESTOS Concrete design strength in joint Oc TIL Ac Pi Ac Los q Ps Frdu Aco _ Aci 310 Ao fos =3,0 Lu = > =P; Lea = => Los bes les Azo Aco Aco f,= 2/3 is joint coefficient Aa b F.¿ is concrete compressive strength % DATAN », Load axes La] Ml ll d, € 3d, h 2 (ba - br) Aa h > (de - dh) [TA with worked examples uropean ISI TT Stiffness Faa, 0,85F Deformation of an elastic hemisphere 0, = = = ÓE E aj L o Stiffness coefficient k.= F__Éc yoga _ Es y/0eqer L “ SE 15:0,85£ 1,275E =t. + 2,5 FO st = y 3 fa Y mo Width of effective T stub a, Aegel in elastic stage 8 =ty+2C0=t,y+2t European [TA with worked examples Commission TOTES Validation to experiments 1800 - Force, kN F o Do 1600. +A im L 1400 - Calculated strengíh El 1200 - : Experiment d y 1000 - o + Concrete and grout o B Concrete 800 7 600 Prediction based on local and global deformation, 400 7 200 - Prediction based on local deformation only 0 T T T T T T T T 1 0 01 d 0,2 d 03 04 05 06 07 Deformation, mm d d [TA with worked examples ISI TT Lower nut Influence of grout o Grout higher quality than concrete block fP,=2/3 = 1/0 y Packings o Grout lower quality than concrete block pS EZ o Model as plate on liquid B= 2/3 y t lay 202 fo toa a A t¿ 50,2 min (a; b) “p 77 ty 20,2 min (a; b) h Le ta SS 45 FS AS eS ne Eurocodes - Design of steel buildings with worked examples Plica ST Se Contact of edge of T stub on experiment [TA with worked examples ISI TT Question of contact o End plate — contact or no contact o Base plate — no contact Atras B, 1 J B, Rd 1 Mode 3 European On [TA with worked examples Commission Failure Mode 1-2 A F/Z Brtra 1,0 Failure modg 2 Failure mode 3 087 0,6 | Failure mode 1-2 0,4 | 0,2 4 ler Mpira / E Brra 1 T T | »- 0 0,5 1 15 2 0,0 Bira 1s bolt tensile resistance Mbra is base plate bending resistance of unique length [TA with worked examples uropean ISI TT Length of effective T stub Bolts inside the flanges For bolts inside the section (,=20m-(4m+1,25€e) em In case of prying (,=20m-(4m+1,25€e) l,=27m European Commission [TA with worked examples TOTES Length of effective T stub Bolts outside the flanges e, w ,e | | e $ $ MM TA dp Prying case No prying case t,=4am,+1125€, ,=4am,+1.25€e, ,=2n Mm, 8,=2nm, 3=0.5b, 3=0.5b, €,=0.5w+2m,+0.625 €, €£,=0.5w+2m,+0.625€, t¿=e+2m,+0.625 e, l,=e+2m,+0.625 e, t¿=nm,+2e t¿=2nm,+4e l,=nM,+w t,=2(nm,+w) Bo = min (€,;€,;€3;€4;€5;€5;4,) Bog, = min (€, ;€,;€3;€,;€5;t,;4,) Best = min (8, ; €>; tata; t,) Bos, = min (€,;€4,;€3;€,;€4:) with worked examples Po ISI TT [TA Length of effective T stub for hollow sections == Logra =xrm L _vla-a, Y +(b-5,) a. +(b- d,) ferro? e. MEET ¿= 8 €, €, Log.s =1Tm n|a ole mylla=a, Y +(b=b, Y Log. Lap Mint Leg 15 Leg.25 Leg.3 5 Lega; Lepy.s) Wald F., Bouguin V., Sokol Z., Muzeau J.P., Component Method for Base Plate of RHS, Proceedings of the Conference Connections in Steel Structures IV: Steel Connections in the New Millenium, Roanoke 2000, IV/8- 1V/816. Heinisuo M., Perttola H., Ronni H., Joints between circular tubes, Steel Construction, 5(2) (2012) 101-107. [TA with worked examples Po ITA TT Comparison to experiments 350 Force, kN 350 , Force, kN 300 300 97-12 250 Simplifed prediction 250 Experiment 200 m=32 200 Complex calculation 150 150 Complex calculation NN z 50 m=67 100 Simplifed prediction NN Deformation, mm Deformation, mm Wald F., Sokol Z., Jaspart J.P., Base Plate in Bending and Anchor Bolts in Tension, Heron 53 (2008) 21-50. with worked examples European Scope of the lecture Bolts o General o - Design resistance of individual fasteners 0. Non-preloading bolts o Slotted holes o Design for block tearing o Worked example o Summary Welds o General o Fillet weld o Design model o - Design example o Welding to flexible plate o Summary Column bases o Basis of design o Components [TA E O col TILA o Base plate and concrete in compression o Base plate in bending and bolt in tension > o Anchor bolt in shear o Assembly o Resistance o Stiffness o Classification o Worked examples oSummary with worked examples TOTES Components in Shear > ]