Diseño de AISC

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    Corus Tubes

    Celsius Oval, HSS Sizes, Properties and Design

    Strengths, AISC-LRFD Version

    Structural & Conveyance Business

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    1 Celsius Oval HSS sizes and Design Strengths AISC-LRFD version

    CelsiusOval HSSTechnical Data

    Corus Tubes manufactures its CelsiusOvalsin accordance with the technical deliveryrequirements and the tolerances of ASTMA501-07 and EN 10210, the EuropeanStandard for hot finished hollow structural

    sections. CelsiusOvals are supplied as

    standard to impact quality J2 (20 ft-lb at 0F)making them suitable for all internal andexternal applications to the following AmericanInstitute of Steel Construction (AISC)specifications:

    Specification for Structural SteelBuildings, March 9, 2005Seismic Provisions for Structural SteelBuildings, March 9 2005; IncludingSupplement No. 1, November 16, 2005

    CelsiusOvals are produced by the Electric

    Weld (EW) process in sizes from 6 3 ins up

    to 20 10 ins. Details of the sizes, thicknessand design strengths are shown in thefollowing pages.

    Chemical Composition andMechanical Propert ies

    Chemical compos ition ladle analysis

    Specification Celsius?ASTMA501

    *

    % max % maxCarbon 0.20 0.22

    Silicon 0.50 -

    Manganese 1.45 1.50

    Sulphur 0.020 0.020

    Phosphorus 0.030 0.030

    Carbonequivalent (CEV)max

    0.43 -

    *ASTM A501 data given for comparisonpurposes only.

    Mechanical properties

    Specification Celsius?ASTMA501

    *

    Tensile strength,ksi (MPa)

    71-91(490-630)

    70 (483)

    Yield strengthminimum, ksi(MPa)

    51.5 (355) 50 (345)

    Elongationminimum on 2inches

    23% 23%

    Charpy impact,minimumaverage energy

    on 1010mmspecimen

    20 ft-lb at

    0F(27J at

    -20C)

    20 ft-lb at

    0F(27J at

    -20C)

    Inspection and Testing

    Celsius Ovals are submitted to specificinspection and testing on the actual productsupplied, and supplied with a manufacturersinspection certificate (European specificationEN 10204: type 3.1)

    Designation

    CelsiusOvals are designated by their outsidedimensions and thickness

    Example: CelsiusOvals 16 8 0.492

    H

    B

    xx

    y

    y

    t

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    2 Celsius Oval HSS sizes and Design Strengths AISC-LRFD version

    Technical Datacontinued

    Dimensional tolerances

    Outside dimension, (Band H)

    1% with a min of 0.02 in

    Twist (V) 0.08 in + 0.0092 in/ftlength

    Straightness Maximum 0.2% ofthe total length

    Mass (M) 3.5% on individuallengths

    Length + 6 in, - 0 in

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    3 Celsius Oval HSS sizes and Design Strengths AISC-LRFD version

    Celsius Oval HSSSizes and Geometric Properties

    Geometric PropertiesThe current range of CelsiusOvals is given inthe table 1. Also included in this table are thegeometric properties which have beencalculated using the formulae given in EN10210-2:2006(E) Hot finished structural hollowsections of non-alloy and fine grain steels, Part2: Tolerances, dimensions and sectionalproperties.

    Classification of Oval SectionsCelsiusOvals have been classified using thelimits contained in the AISC Specification forStructural Steel Buildings ANSI/AISC 360-5forcircular hollow sections (table B4.1), exceptthe noncompact limit in flexure has beenrestricted to 0.16 E/Fy. However the definitionof the equivalent diameters De, in uniformcompression and in flexure about the minorand major axes, has been derived to takeaccount of the continuously changingcurvature of an oval compared to that of acircle.

    For the current range of CelsiusOvals:

    (i) In uniform compression

    += 1

    B

    Hf1HD

    e or

    conservativelyB

    HD

    2

    e =

    where

    6.0

    H

    t3.21f

    =

    (ii) In flexure about minor axis (y-axis)

    B

    HD

    2

    e =

    (iii) In flexure about major axis (x-axis)

    BH4.0D

    2

    e =

    Revised ANSI/AISC 360-05limiting wall slendernessType of compression loading

    Diameterratio

    compact noncompact

    In uniform compression De/t NA0.11 E/Fy

    = 62.0

    Compression due to minor axis bending (y-axis) De/t

    Compression due to major axis bending (x-axis) De/t

    0.07 E/Fy

    = 39.4

    0.16 E/Fy

    = 90.1

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    5 Celsius Oval HSS sizes and Design Strengths AISC-LRFD version

    Celsius Oval HSSDesign Strengths

    The design tensile, compressive, flexural andshear strengths for CelsiusOvals have beencalculated according to the AISC Specificationfor Structural Steel BuildingsANSI/AISC360-05, March 9, 2005.

    Design Tensile and Compressive StrengthsThe design tensile strength has been

    calculated using tFyAgin accordance withChapter D with t= 0.9.

    The design compressive strength has been

    calculated using cFcrAgin accordance withChapter E with c= 0.9. For compact andnoncompact sections, the design strengthshould be determined in accordance with Cl.E3 whilst for slender sections, it should beevaluated based on Cl. E7.

    Design Compressive Strength for FlexuralBuckling of ColumnsThe design compressive strength for flexuralbuckling of columns has been calculated using

    cFcrAgin accordance with Chapter E with c=0.9. No design compressive strengths havebeen given for column slenderness ratiosabove 200.

    Design Flexural Strength

    The design flexural strength has beencalculated using bMnin accordance withChapter F with b= 0.9. For sections withslender walls, the design strength has beencalculated using a modified version of thecritical stress formula given in Eq. F8-4, i.e.

    t

    D

    E.Fcr

    160=

    Design Shear StrengthThe design shear strength has been calculated

    using vVnin accordance with Chapter G withv= 0.9.The nominal shear strength Vnaccording to thelimit state of shear yielding has beencalculated using a modified version of the Vnformula given in Eq. G6-1, i.e.

    For shear along x-axis,

    Vn= FcrAg/3

    For shear along y-axis,

    Vn= 2FcrAg/3

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    7 Celsius Oval HSS sizes and Design Strengths AISC-LRFD version

    Celsius Oval HSSDesign Strengths

    Design Strengths for Concrete FilledSectionsThe design strengths have beencalculated in accordance with AISCSpecification for Structural Steel BuildingsANSI/AISC360-05, March 9, 2005.

    The design compressive, flexural andcolumn compressive strengths of

    concreted filled Celsius 355Ovals aregiven in table 3 for grade 40 compressivestrength concrete (fc= 40 N/mm

    2) and

    table 4 grade 60 compressive strengthconcrete (fc= 60 N/mm2).

    No design strengths have been given forD/t ratios above 0.15E/Fy(Cl. 2(a)).

    Design Compressive StrengthThe design compressive strength has

    been calculated using cPnin accordancewith Chapter I, Cl. 2 with c= 0.75.

    For steel sections that are slender, thedesign compressive strength has beencalculated with proper allowance forpossible local buckling of the steel shell inaccordance with Chapter E.

    The influence of concrete confinementgiven by Chapter I, Cl. 1a has not beenincluded in the design strengthcalculations.

    Design Flexural Strength

    The design flexural strength has beencalculated in accordance with Chapter I, Cl.3(b).

    The flexural strength has been calculatedfor the steel section alone assuming aplastic stress distribution for compactcross-sections.

    Design flexural strengths for steelclassified as noncompact and slenderhave been taken as the same strengths asfor empty sections.

    Design Column Compressive StrengthThe design column compressive strength

    has been calculated using cPninaccordance with Chapter I, Cl. 2 with c=0.75.

    Due to different resistance factors c(LRFD) adopted for axially loaded steelcolumns and composite columns - for

    axially loaded steel columns, cis 0.9(Chapter E, Cl. E1) whereas for axially

    loaded composite columns, cis 0.75

    (Chapter I, Cl. 1b) some compositecolumns especially with stockiest steelsections where the concrete contributionmay be relatively insignificant, but stillsatisfy the composite design requirements(Chapter E, Cl. 2a (1)), the compressivestrength calculated based on compositedesign may be less than the compressivestrength of their associated steel columns,in this case, the design columncompressive strength for the compositecolumns have been taken as the samestrengths as for empty sections.

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    10 Celsius Oval HSS sizes and Design Strengths AISC-LRFD version

    Further reading

    1. Chan, T. M. and Gardner, L. (in press).

    Compressive resistance of hot-rolledelliptical hollow sections. EngineeringStructures,doi:10.1016/j.engstruct.2007.04.019.

    2. Chan, T. M. and Gardner, L. (2007).Bending strength of hot-rolled ellipticalhollow sections. Journal of ConstructionalSteel Research.

    3. Gardner, L. and Chan, T. M. (2007).Cross-section classification of ellipticalhollow sections. Steel and CompositeStructures, 7(3), 185-200.

    4. Chan, T. M. and Gardner, L. (2006).Experimental and numerical studies ofelliptical hollow sections under axialcompression and bending. Proceedings ofthe 11

    th International Symposium on

    Tubular Structures, Qubec City, Canada,31

    stAug to 2

    ndSep 2006, 163-170.

    5. Gardner, L. and Chan, T. M. (2006).Cross-section classification of elliptical

    hollow sections. Proceedings of the 11th

    International Symposium on TubularStructures, Qubec City, Canada, 31

    stAug

    to 2nd

    Sep 2006, 171-177.

    6. Ruiz-Teran, A. M. and Gardner, L. (2007).Elastic buckling of elliptical hollow sections.Proceedings of the 3

    rd International

    Conference on Steel and CompositeStructures, Manchester, United Kingdom,30

    thJuly to 1

    stAug 2007.

    7. Gardner, L., Chan, T. M. and Ramos, C.(2007). Shear resistance of elliptical hollowsections. Proceedings of the 3

    rd

    International Conference on Steel andComposite Structures, Manchester, UnitedKingdom, 30

    thJuly to 1

    stAug 2007.

    8. Chan, T. M. and Gardner, L. (2007).Flexural buckling of elliptical hollow sectioncolumns. Proceedings of the 3

    rd

    International Conference on StructuralEngineering, Mechanics and Computation,Cape Town, South Africa, 10

    th to 12

    thSep

    2007.

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    www.corusgroup.com

    Care has been taken to ensure that this

    information is accurate, but Corus Group plc, and

    its subsidiaries, does not accept responsibility or

    liability for errors or information which is found to

    be misleading.

    Copyright 2007

    Corus

    Corus Tubes

    Structural & Conveyance Business

    UK Sales Office

    PO Box 6024, Weldon Road

    Corby, Northants

    NN17 5ZN

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