05 Eurocodes Steel Workshop SIMOES
Design of MembersRui SimõesDepartment of Civil EngineeringUniversity of Coimbra
Eurocodes ‐ Design of steel buildings with worked examplesContents Introduction Design of columns Design of beams Design of beam‐columnsBrussels, 16 ‐ 17 October 2014
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014INTRODUCTIONMain internal forces andcombinationsBending ShearCompression Bending ShearTension/CompressionTorsion – less commonBuilding – master example (Cardington - UK)
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014INTRODUCTIONMember design:i) resistance of cross sections;ii) member buckling resistance.RESISTANCE OF CROSS SECTIONS Cross section classification - Class 1; Class 2; Class 3 and Class 4. Clause 6.2 of Eurocode 3, part 1.1 provides differentVzMyGapproaches, depending of cross section shape, cross sectionclass and type of internal forces (N, M V, N M V, .):– elastic criteria (clause 6.2.1(5)); x , Ed fy M 0 2 z , Ed fy M 0 2NEdMy,Ed x , Ed fy M 0 z , Ed f y M 0 3 Ed fy M 0 2 1
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014INTRODUCTION– linear summation of the utilization ratios – class 1/2/3 (clause 6.2.1(7));M y , EdM z , EdN Ed 1N RdM y , RdM z , Rd– nonlinear interaction formulas – class 1/2 (clause 6.2.1(6)). Section properties – gross section, net section(deduction for holes) or effective section (class 4 or shearlag effects) (clause 6.2.2 of EC3-1-1).MEMBER BUCKLING RESISTANCE Buckling resistance (clause 6.3 of Eurocode 3,part 1.1) must be checked in all memberssubmitted to compressive stresses, which are:– members under axial compression N;– members under bending moment M;– or under a combination of both (M N).
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF COLUMNSColumn cross sections and applications Rolled open or closedsections, welded sections or built-up sections – Theobjective is to maximize the second moment of area in the relevant bucklingplan in order to maximize the buckling resistance.
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF COLUMNSNEdCompression resistance (clause 6.2.4 of EC3-1-1)NEd 1.0Nc , RdNEd is the design value of the axial compression;fyNc,Rd is the design resistance to axial compression,given by the minimum of:i) Plastic resistanceAN c , Rd A f y M 0(class 1, 2 or 3)N c , Rd Aeff f y M 0(class 4)Aeff - effective areaii) Buckling resistance – Nb,Rd, in general the flexural bucklingresistance, which is analysed hereafter.
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF COLUMNSColumn Buckling Flexural buckling is in general the buckling mode, which govern the design ofa member in pure compression. For this mode in a pinned column, the elasticcritical load Ncr, defined as the maximum load supported by the column, freefrom any type of imperfections, is given by the well known Euler’s formula:NEINd 2ydx 2 Ny 0NcrLxNcr y(x)y(x)y(z)0NBuckling in a bending mode 2 E IL2E I – Bending stiffnessL – Buckling length(LE for other support conditions) In specific cases (e.g. members with cruciform cross sections) buckling mayoccur in other modes: torsional buckling or flexural-torsional buckling.
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF COLUMNSColumn BucklingNcr 2 E ILE cr 2 2 E IA LE2 2 E 2 SlendernessCritical stress 2 E f y 1 12 crEfyLEi fy NA 1Af yNcrNon-dimensionalslenderness1.0Euler’s curveIARadius of gyration fy i Euler s curve E fy1 2 E 21.0L Ei Imperfections or real columns (geometricalimperfections and material imperfections).
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF COLUMNSBuckling Resistance(clause 6.3.1 of EC3-1-1)N b.Rd A f y M1(Class 1, 2 or 3)Theoretical behaviourN b.Rd Aeff f y M1(Class 4) is the reduction factor for therelevant buckling mode 12 2but 1.0 2 0.5 1 0.2 Neglect BUCKLING if: 0.2orNEd Ncr 0.04
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF COLUMNSBuckling Resistance(clause 6.3.1 of EC3-1-1)Flexural buckling A fy Ncr Lcr 1i 1 Aeff fy Ncr 1 Lcri(Class 1, 2 or 3)Aeff A 1E f y 93 .9 (Class 4)ε 235 f yTorsional or flexural-torsional buckling T A f y Ncr T Aeff fy Ncr(Class 1, 2 or 3)(Class 4) - buckling in flexural buckling mode about zaxis
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF COLUMNSEXAMPLE 1Safety verification of a column member of the building represented in thefigure.A’AE’C’BCDEF46.00 m34.50 m2b2.50 m2a2.00 m26.00 m14.00 m4.50 m 4.50 m4.00 mBuilding – master examplei) The inner column E-3 represented in the figure, at base level, is selected. This member hasa length of 4.335 m and is composed by a section HEB 340 in steel S 355.In this column the bending moments (and the shear force) may be neglected; the designaxial force (compression) obtained from the previous analysis is given by NEd 3326.0 kN.
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF COLUMNSEXAMPLE 1ii) Cross section classification – section HEB 340 in pure compression.Geometric characteristics: A 170.9 cm2, b 300 mm, h 340 mm, tf 21.5 mm,tw 12 mm, r 27 mm, Iy 36660 cm4, iy 14.65 cm, Iz 9690 cm4, iz 7.53 cm.Mechanical properties of the steel: fy 355 MPa and E 210 GPa.Web in compression (Table 5.2 of EC3-1-1)c (340 2 21.5 2 27) 20.25 33 t12(class 1) 33 0.81 26.73Flange in compression (Table 5.2 of EC3-1-1)c 300 2 12 2 27 5.44 9 9 0.81 7.2921.5t(class 1)HEB 340 cross section, steel S 355, in pure compression is class 1.c
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF COLUMNSEXAMPLE 1iii) Cross section verification - class 1 in pure compression.N Ed 3326 . 0 kN N c , Rd A fy M0 170 . 9 10 4 355 10 3 6067 . 0 kN .1 .0iv) Buckling resistance.Buckling lengths – Assuming that the design forces were obtained by a second orderstructural analysis, the buckling lengths are considered (conservatively) equal to the reallengths (mid-distance between floors), given by:Buckling in the plan x-z (around y)-LEy 4.335 mBuckling in the plan x-y (around z)-LEz 4.335 mDetermination of the slendernesscoefficients 1 210 1063355 10 76.41 y z LEyiy 4.33514.65 10 2 29.59LEz4.335 57.57iz7.53 10 2 y y 0.39 1 z z 0.75 1
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF COLUMNSEXAMPLE 1zCalculation of the reduction factor minh 340 1.13 1.2b 300 andflexural buckling around y curve b ( 0.34)flexural buckling around z curve c ( 0.49).As z 0.75 y 0.39and tf 21.5 mm 100mmcurve c min zcurve b340y300HEB 340
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF COLUMNSEXAMPLE 1 z 0.5 1 z 0.2 z2 z 0.5 1 0.49 0.75 0.2 0.752 0.92 z 1220.92 0.92 0.75 z 0.69 0.69 min z 0.69v) Safety verificationλz 0.75Nb,Rd z A fy M1 0.69 170.9 10 4 355 103 1.0 4186.2 kNAs, NEd 3326.0 kN Nb,Rd 4186.2 kNsafety is verified with the cross section HEB 340 in S 355 steel.
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF BEAMSBeam cross sections and applications A beam may be defined as a member subjectedessentially to bending and shear force.Castellated beamsHot-rolled sections (IPE, HEA or HEB, RHS, .)Welded sectionsWelded sections in non-uniform beams
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF BEAMSCross section resistanceUniaxial bending (clause 6.2.5 of EC3-1-1)M Ed 1 .0M c.Rd Class 1 or 2Mc.Rd Wpl fy M 0 Class 3Mc.Rd Wel. min fy M0 Class 4Mc.Rd Weff .min fy M0Bi-axial bending (clause 6.2.9 of EC3.1.1) M y , Ed M pl , y.Rd M z , Ed M pl , z.Rd 1 .0I or H 2; 5 nCHS 2RHS but 11.6621 1.13 nbut 6n NEd N pl , Rd
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF BEAMSCross section resistanceVEd 1.0Vc,RdShear (clause 6.2.6 of EC3-1-1)PLASTIC RESISTANCE Vpl.Rd Vpl.Rd Av fyELASTIC RESISTANCE 3 M0 EdVEdAv – Shear areafy 3 Gy6.2.6 (3) of EC3-1-1 orfrom tables of profiles). fy3 M0VzAv(obtained from clause 1.0MyG Ed VEd SIt e. n. a. fzyShear stresses - Shear buckling for webs without stiffeners should be verified in accordance with EC3-1-5, if:hw 72tw 235 / fyhw and tw are the height and thickness of the web and is inaccordance with EC3-1-5.3
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF BEAMSMy,V.RdCross section resistancezBending and Shear InteractionVz(clause 6.2.8 of EC3-1-1)MyVEd 50% Vpl , RdNO REDUCTIONVEd 50 % Vpl , RdREDUCED MOMENTfyr 1 fy fyyhmtwfyrfyr (M y) fy (Vz ) 2 VEd Vpl.Rd 1 2For I and H cross sections of equal flanges, with bending about the major axis y, thebending moment resistance My,V,Rd is given by (clause 6.2.8 of EC3-1-1):M y ,V .Rd Aw 2 Wpl , y 4 tw f y My , c , Rd M0 AW hw tw
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF BEAMSLateral-Torsional Buckling Instability phenomenon characterized by the occurrence of large transversaldisplacements and rotation about the member axis, under bending momentabout the major axis (y axis). This instability phenomenon involves lateral bending (about z axis) and torsion ofcross section.zMyy
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF BEAMSLateral-Torsional Buckling In the study of lateral-torsional buckling of beams, the Elastic Critical Moment Mcrplays a fundamental role; this quantity is defined as the maximum value of bendingmoment supported by a beam, free from any type of imperfections. For a simple supported beam with a double symmetric section, with supports preventlateral displacements and rotation around member axis (twist rotations), but allowingwarping and rotations around cross section axis (y and z), submitted to a uniformbending moment My (“standard case”), the elastic critical moment is given by:LMyMyCBAzx z a) ElevationE Mcrx 2 E IWG IT E I z 1 2 LL G IT Which depend mainly of:Loading and support conditions;Length between lateral braced sections (L);Lateral bending stiffness (E Iz);Torsional stiffness (G IT);Warping stiffness (E Iw).
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF BEAMSzLateral-Torsional BucklingzyC GGElastic critical momentMcr E I z k z C12 k k z L w 2C IW k z L 2 G IT C2 z g C3 z j 2 E Iz Iz2 z g z a z s 2 0.5 C2 z g C3 z j Mcr,1 McrMcrMcr,2 McrP z j z s 0 .5 y 2 z 2 z dA I y A CPPCC- applicable to member with symmetric and mono-symmetric cross sections,- include the effects of the loading applied below or above the shear centre;- several degrees of restriction to lateral bending (kz) and warping (kw);- several shapes of bending moment diagram (C1, C2 and C3 in the next tables).y
Eurocodes ‐ Design of steel buildings with worked examplesDESIGN OF BEAMSLateral-Torsional BucklingElastic critical moment- Publication nº 119 do ECCS(Boissonnade et al. 2006).- LTBeam softwarehttp://www.cticm.comBrussels, 16 ‐ 17 October 2014
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF BEAMSLateral-Torsional BucklingLateral-torsional buckling resistance (clause 6.3.2 of EC3-1-1)M Ed 1 .0M b.RdMb.Rd LT Wy fy M1Wy Wpl.y Class 1 and 2;Wy Wel.y Class 3;Wy Weff.y Class 4. LT is the reduction factor for lateral-torsional buckling, which can be calculatedby one of two methods, depending of member cross section.
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF BEAMSLateral-Torsional Bucklingi) General method LT 12 LT LT LT 2 0.5 LT 1.0 LT 0 .5 1 LT LT 0 .2 LT LT Wy fy Mcr 0.5Mcr - Elastic critical moment2 Table 6.4 -
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF BEAMSLateral-Torsional Bucklingii) Alternative method (rolled sections or equivalent welded sections) LT 1 LT LT LT 22 0.5 LT 1.0 LT 1 LT 2 LT 0 .5 1 LT LT LT ,0 LT LT Wy fy Mcr 0.5Mcr - Elastic critical moment2 Table 6.5 - LT ,0 0.4 0.75(may be specified in NationalAnnexes of Eurocode 3)
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF BEAMSLateral-Torsional Buckling LT ,mod LT LT ,mod 1.0f 2f 1 0.5 1 k c 1 2.0 LT 0.8 f 1.0Neglect LTB if: LT LT ,0M Ed M cr LT ,02
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF BEAMSEXAMPLE 2Safety check of a beam of the building illustrated in the figure (along line E). The beam is composed by aIPE 600 with 9 m length at the central span; the lateral spans with 6 m length (the governing spans) arecomposed by a section IPE 400 in steel S 355. For the lateral buckling check, two cases are considered:a) a beam with 6 m length, laterally braced only at the end support sections;b) a beam with 6 m length, laterally braced at the end support sections and at mid-span section.A’AThe geometrical and mechanical properties ofCDEF6.00 m3A 84.46 cm2, b 180 mm, h 400 mm,iy 16.55 cm, Iz 1318 cm4, iz 3.95 cm,B4the section IPE 400 in S 355 steel are:tf 13.5 mm, tw 8.6 mm, Iy 23130 cm4,E’C’4.50 m2b2.50 m2a2.00 m2IT 51.08 cm4 ; Iw 490x103 cm6;fy 355 MPa and E 210 GPa.6.00 m14.00 m4.50 m 4.50 mBuilding plan – master example4.00 m
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF BEAMSEXAMPLE 2139.1 kNa) Beam laterally braced at supportsi) The internal forces (neglecting theaxial force) are represented in the figure.Vz,Ed70.7 kNThe design values are MEd 114.3 kNm71.6 kN140.1 kNand VEd 75.9 kN.255.7 kNm93.7 kNmii) Cross section classification246.3 kNm111.4 kNm99.2 kNm109.7 kNmMy,EdWeb (an internal part) in bending:c331 38 .49 72 72 0 .81 58 .32t8 .6Flange (outstand part) in compression:(180 2 21 8 .6) 2c 4 .79 9 9 0 .81 7 .2913 .5tThe cross section is class 175.2 kN75.9 kN114.3 kNm113.6 kNm163.0 kNm
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF BEAMSEXAMPLE 2iii) Cross section verificationBending resistance:MEd 114.3 kNm Wpl,y fy M0 1307 10 6 355 103 1.0 464.0 kNmShear resistance:VEd 75.9 kN Vpl , Rd Av fy M0 3 42.69 10 4 355 1031.0 3 875.0 kNhw 373 .00 .81 43 .4 72 72 58 .38 .61 .0tw So, it is not necessary to verify the shear buckling resistance.Bending Shear:VEd 75.9 kN 0.50 Vpl,Rd 0.50 875.0 437.5 kNSo, it is not necessary to reduce the bending resistance to account for the shear force.Cross section resistance is verified.
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF BEAMSEXAMPLE 2iv) Lateral buckling resistanceAssuming the support conditions of the “standard case” and the loadingapplied at the upper flange level, the elastic critical moment can bezg 200 mm400obtained from the following equation, with L 6.00 m, kz kw 1.0,C GIPE 400C1 1.80 and C2 1.60 (Boissonnade et al., 2006) and zg 200 mm.Mcr E I z k z C1 k z L 2 kw 22 IW Iz k L G IT C z C z 2 z22 g3 j E Iz 2 0.5180 C2 z g C3 z j CA3mMcr 164.7 kNm93.7 kNm(Using LTBeam– Mcr 175.64 kNm)3m6m111.4 kNmMy,Ed114.3 kNm 93.7 111.4 0.84
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF BEAMSEXAMPLE 2Mcr 164.7 kNm ; Wy Wpl ,y 1307 cm3 LT Wy fy Mcr 0.5 LT 1.68Table 6.4 -General method:Rolled cross section IPE 400 withh/b 400/180 2.2 2 - Curve b LT 0.34 LT 2.16 LT 0.28M b, Rd 0 .28 1307 10 6 LT 0 .5 1 LT LT 0 .2 LT355 10 3 129 .9 kNm 114.3 kNm1 .0So, the safety is verified (utilization ratio 114.3/129.9 0.88). LT 12 LT LT LT 22 0.5
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF BEAMSEXAMPLE 2BACb) Beam laterally braced at supports and mid-spani) Cross section verifications are not changed.3m3m6mii) Lateral buckling check:93.7 kNmAs the beam is laterally braced at mid span crosssection, the critical moment can be evaluated111.4 kN 93.7 114.3 0.82My,Edwith L 3.00 m and a conservative hypothesis ofkz kw 1.0. For the given bending moment114.3 kNmshape between lateral braced cross sections,MC1 2.6 (Boissonnade et al., 2006) . zjC3 zgC2 2 5.0 zjC3 zgC2 ITG Iz2 EL2kz2 IWIzz kzkwI 2E Lz2 kC1rMc M Mcr 1778.8 kNm (Using LTBeam – Mcr 1967.7 1.3 1.2 f0.52.420.9500.77 f1.02.601.0000.55 f0.52.450.8500.35 f1.02.60 f f0.52.45 0.125 0.7 f 0.125 0.7 f
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF BEAMSEXAMPLE 2Mcr 1778.8 kNm ; Wy Wpl ,y 1307 cm3 LT Wy fy Mcr 0.5 LT 0.51Table 6.4 -General method:Rolled cross section IPE 400 withh/b 400/180 2.2 2 - Curve b LT 0.34 LT 0.68 LT 0.89M b, Rd 0 .89 1307 10 LT 0 .5 1 LT LT 0 .2 LT 6355 10 3 412 .9 kNm 114.3 kNm1 .0So, the safety is verified (utilization ratio 114.3/412.9 0.28). LT 12 LT LT LT 22 0.5
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF BEAM‐COLUMNSCross section resistance (clause 6.2.9 of EC3-1-1) Class 1 or 2 – Uniaxial bendingMEd MN,RdDouble-symmetric I or H sectionsM N , y , Rd M pl , y , Rd1 n1 0 .5 abutM N , z , Rd M pl , z , RdM N , z , Rdif2 n a M pl , z , Rd 1 1 a n NEd N pl.RdifMN , y , Rd M pl , y , Rdn aNN plEixode aboutmenorinérciaBendingminoraxis -- zz1.0Eixo deaboutmaiorinérciaBendingmajoraxis - -y yn aa A 2 b t f A 0.50No reduction ifN Ed 0.25 N pl , RdNEd 0.5 hw tw fy M 0MyHEANEd hw tw fy M0 (z axis)(y axis)00M pl , y1.0, MzM pl , z
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF BEAM‐COLUMNSCross section resistance (clause 6.2.9 of EC3-1-1)Mz,Ed Class 1 or 2 – Bi-axial bending M y , Ed M N , y.Rd M z , Ed M N , z.Rd I or H 1 .0N Class 3 or 4 2; 5 n but 1Circular hollow sections 2Rectangular hollow sectionsdR,lpdNEn x , Ed fy M0M y,EdNEd x , Ed N EdA 1.661 1.13 n2M y , EdIyz 6M z , EdIzyBending, shear and axial force (clause 6.2.10 of EC3-1-1) – Similar to bendingand shear interaction.
Eurocodes ‐ Design of steel buildings with worked examplesBrussels, 16 ‐ 17 October 2014DESIGN OF BEAM‐COLUMNSMember stabilityMembers with high slenderness subjected to bending and compression, may failby flexural buckling or lateral-torsional buckling.Flexural bucklingcross-section):andlateral-
Eurocodes ‐Design of steel buildings with worked examples Brussels, 16 ‐17 October 2014 DESIGN OF COLUMNS y(x) N y(x) L 2 N y x N 0 N cr (z) 0 2 2 Ny dx d y E I L2 E I N cr Column Buckling Flexural buckling is in general the buckling mode, which govern the design of a member in pure c
Senior Civil Engineer of SECO, Head of the Belgian Delegation for the Eurocodes, Belgium CHAPTER 2 - TOWARDS THE SECOND GENERATION OF THE EUROCODES Paolo FORMICHI Chairman of CEN/TC250/SC10/Basis of Structural Design; University of Pisa, Pisa, Italy CHAPTER 3 - THE IMPLEMENTATION OF THE EUROCODES
tank design and the Eurocodes are the new family of standards that should be followed. Sweco Industry AB is the outsourcer of this thesis and wants to clarify what rules that apply now when the Eurocodes are to be followed. The thesis project has produced a calculation document in Mathcad for tank shell design according
Limit state design is a design methodology for structural elements which considers both the effects of actions and resistance of a material or component to the effects of actions. Limit state design forms the basis or Eurocodes [1], which now forms the basis of structural design throughout Europe, including the UK. EUROCODES
identity may be used as a managerial tool to operationalize, articulate, and convey the organization's identity and, ultimately, to express behavior (Simões et al., 2005; Simões & Mason, 2012). In this study we investigate the interface and relationship between corporate sustainability and corporate identity.
XSEDE HPC Monthly Workshop Schedule January 21 HPC Monthly Workshop: OpenMP February 19-20 HPC Monthly Workshop: Big Data March 3 HPC Monthly Workshop: OpenACC April 7-8 HPC Monthly Workshop: Big Data May 5-6 HPC Monthly Workshop: MPI June 2-5 Summer Boot Camp August 4-5 HPC Monthly Workshop: Big Data September 1-2 HPC Monthly Workshop: MPI October 6-7 HPC Monthly Workshop: Big Data
This European Standard EN 1993, Eurocode 3: Design of steel structures, 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 .
GUIDE DE CONCEPTION Projet fi nancé par le Fonds de Recherche du Charbon et de l’Acier dans le cadre d’un programme de l’Union européenne. PARTIE I APPLICATION DES RÈGLES EUROCODES PARTIE I APPLICATION DES RÈGLES EUROCODES.
32.33 standards, ANSI A300:Performance parameters established by industry consensus as a rule for the measure of quantity, weight, extent, value, or quality. 32.34 supplemental support system: Asystem designed to provide additional support or limit movement of a tree or tree part. 32.35 swage:A crimp-type holding device for wire rope. 32.36 swage stop: Adevice used to seal the end of cable. 32 .
