24 Britten S S and Connor J J A New Family of Finite Elements Research ReportR71-14 MIT Department of Civil Engineering February 1971
25 Aparicia L E Finite Element Implementation for the Structural Design LanguageM S Thesis MIT Department of Civil Engineering September 1969
26 Felippa C D Refined Finite Element Analysis of Linear and Nonlinear TwoDimensional Structures SESM Report 66-22 University of California at Berkeley1966
27 Caramanlian C Selby K A and Will G T Plane Stress Formulation in FiniteElement Method Publication 76-06 University of Toronto Department of CivilEngineering June 1976
28 Kok A W M and Vrijman C F A New Family of Reissner-ElementsDepartment of Civil Engineering Delft University of Technology Netherlands tobe published
29 Adini A and Clough R W Analysis of Plate Bending by the Finite ElementMethod Report submitted to the National Science Foundation Grant G7337 1960
30 Clough R W Comparison of Three Dimensional Finite Elements Proceedingsof the Symposium on Application of Finite Element Methods in Civil EngineeringAmerican Society of Civil Engineers Nashville Tennessee November 1969
31 Szilard R Theory and Analysis of Plates Classical and Numerical MethodsPrentice Hall Englewood Cliffs New Jersey 1974
32 Arena J R et al Guide for Design of Steel Transmission Towers ASCE - Manualsand Reports on Engineering Practice - No 52 1971
33 Manual of STEEL CONSTRUCTION Eighth Edition American Institute of SteelConstruction Inc New York 1980
34 Dimensions and Properties New W HP and WT Shapes American Institute of SteelConstruction Inc New York 1978
35 Guide to Stability Design Criteria for Metal Structures Third Edition Edited byBruce G Johnston John Wiley and Sons Inc 1976
36 McGuire William Steel Structures Prentice-Hall Inc Englewood Cliffs NewJersey 1968
APPENDIX A References GT STRUDL
Rev T LRFD3 Appendix A - 4 V 2
37 Salmon Charles G and Johnson John E Steel Structures Design and BehaviorInternational Textbook Company 1971
38 Marcus Samuel H Basics of Structural Steel Design Reston Publishing CompanyInc Reston Virginia 1977
39 Adams P F Krentz H A and Kulak G L Limit States Design in StructuralSteel Canadian Institute of Steel Construction 1977
40 Limit States Design Steel Manual First Edition Edited by M I Gilmor CanadianInstitute of Steel Construction 1977
41 Gilmor Michael I Implementation of CSA S16-1969 in ICES Subsystem STRUDLCanadian Institute of Steel Construction 1970
42 Gilmore Michael I and Selby Kenneth A STRUDL II - CSA S16 Users ManualCanadian Institute of Steel Construction 1970
43 Clough R W and Penzien J Dynamics of Structures McGraw-Hill Inc 1975
44 Biggs J M Structural Dynamics McGraw-Hill Inc 1964
45 Timoshenko S P Young D H and Weaver W Vibration Problems inEngineering John Wiley and Sons 1974
46 Bathe K J and Wilson E L Numerical Methods in Finite Element AnalysisPrentice 1976
47 Wilkinson J H The Algebraic Eigenvalue Problem Oxford Univeristy Press 1965
48 Rosen R and Rubinstein M F Dynamic Analysis by Matrix DecompositionJournal of the Engineering Mechanics Division American Society of CivilEngineers April 1968
49 Newman Malcolm and Flanagan Paul Eigenvalue Extraction in NASTRAN by theTridiagonal Reduction (FEER) Method NASA CR-2731 1971
50 Cullum J A and Willoughby R A Fast Modal Analysis of Large Sparse butUnstructured Symmetric Matrices Proceedings of the 17th IEEE Conference onDecision and Control San Diego California January 1979
51 Paige C C Computational Variants of the Lanczos Method for the EigenproblemJ INST MATH APPL 10 373-381
GT STRUDL APPENDIX A References
V2 LRFD3 Appendix A - 5 Rev T
52 API Recommended Practice for Planning Designing and Constructing FixedOffshore Platforms Eleventh Edition January 1980
53 Wong Lung-Chun Implementation of AISC Design for W shapes Channels andTees in GTSTRUDL GTICES Systems Laboratory School of Civil EngineeringAtlanta Georgia unpublished research report March 1980
54 ASME Boiler and Pressure Vessel Code Section III Rules for Construction ofNuclear Power Plant Components Division 1 - Subsection NF Component SupportsJuly 1 1977
55 Heins C P and Seaburg P A Torsional Analysis of Rolled Steel SectionsBethlehem Steel Corporation 1963
56 Heins C P Bending and Torsional Design in Structural Members LexingtonBooks 1975
57 Megson T H G Linear Analysis of Thin-Walled Elastic Structures John Wileyand Sons Inc 1974
58 Timoshenko S P and Goodier J N Theory of Elasticity McGraw-Hill 1970
59 Timoshenko S P and Goodier J N Theory of Elastic Stability McGraw-Hill1961
60 Wong L C and Thurmond M W Warping in Open and Closed Sections GTICESSystems Laboratory School of Civil Engineering Atlanta Georgia June 1981
61 Der Kiureghian Armen A Response Spectrum Method for Random VibrationsReport No VCBEERC-8015 Earthquake Engineering Research Center Universityof California Berkeley June 1980
62 Gibbs N E Poole W G Jr and Stockmeyer P K An Algorithm for Reducingthe Bandwidth and Profile of a Sparse Matrix SIAM Journal Numerical AnalysisVol 13 No 2 April 1976
63 Cuthill E and McKee J Reducing the Bandwidth of Sparse SymmetricMatrices Proceedings of the 24th National Conference Association for ComputingMachinery 1969
64 Combining Modal Responses and Spatial Components in Seismic ResponseAnalysis Regulatory Guide US Nuclear Regulatory Commission Office ofStandards Development Section 192 February 1976
APPENDIX A References GT STRUDL
Rev T LRFD3 Appendix A - 6 V 2
65 Blodgett Omer W Design of Welded Structures The James F Lincoln ArcWelding Foundation Cleveland Ohio June 1966
66 Mander J B Priestley M J N and Park R ldquoTheoretical Stress-Strain Model forConfined Concreterdquo Journal of Structural Engineering Vol 114 No 8 August1988
67 Structural Welding Code - Steel (AWS D11-83) American Welding SocietyMiami Florida December 1983
68 ASME Boiler and Pressure Vessel Code Section III Rules for Construction ofNuclear Power Plant Components Division 1 - Subsection NF Component SupportsJuly 1 1983
69 Development of Floor Design Response Spectra for Seismic Design ofFloor-Supported Equipment or Components Regulatory Guide US NuclearRegulatory Commision Office of Standards Development Section 1122 February1978
70 Hughes T Cohen M The Heterosis Finite Element for Plate BendingComputers and Structures Vol 9 1978 pp 445-450
71 ASCE 4-98 Seismic Analysis of Safety-Related Nuclear Structures and CommentaryAmerican Society of Civil Engineers New York New York 2000
72 Manual of Steel Construction Allowable Stress Design Ninth Edition AmericanInstitute of Steel Construction Inc Chicago Illinois 1989
73 Structural Welding Code - Steel ANSIAWS D11-90 American National StandardsInstitute American Welding Society Miami Florida 1990
74 Guide for Design of Steel Transmission Towers Second Edition ASCE Manuals andReports on Engineering Practice No 52 New York New York 1988
75 Structural Welding Code - Steel ANSIAWS DI1-94 American National StandardsInstitute American Welding Society Miami Florida 1994
76 Cold-Formed Steel Design Manual American Iron and Steel Institute WashingtonDC 1989
77 UNISTRUT Corporation Notes 1994 Notes covering a copy of UNISTRUTSection Properties UNISTRUT Northern Area 1500 Greenleaf Elk Grove VillageIL 60007 January 7 1994
GT STRUDL APPENDIX A References
V2 LRFD3 Appendix A - 7 Rev T
78 General Engineering Catalog UNISTRUT Metal Framing North American EditionNo 12 UNISTRUT Corporation 35660 Clinton Street Wayne Michigan 481841993
79 Structural Use of Steelwork in Building British Standards Institution BS 5950 Part1 1990 Part 1 Code of Practice for Design in simple continuous Construction HotRolled Sections London England 1990
80 Manual of Steel Construction Load amp Resistance Factor Design First EditionAmerican Institute of Steel Construction Inc Chicago Illinois 1986
81 Manual of Steel Construction Load amp Resistance Factor Design Volume I SecondEdition American Institute of Steel Construction Inc Chicago Illinois 1993
82 Steelwork Design Guide to BS 5950 Part 1 1990 Volume 1 Section PropertiesMember Capacities 4th Edition Published by The Steel Construction Institute inassociation with the British Constructional Steelwork Association Limited BritishSteel PIC Berkshire England 1996
83 Metric Properties of Structural Shapes with Dimensions According to ASTM A6MAmerican Institute of Steel Construction Inc Chicago Illinois 1992
84 Batterman RH Computer Program for Cable Sag and Tension Calculations Engineering Design Division ALCOA Research Laboratories Aluminum Companyof America
85 Guidelines for Electrical Transmission Line Structural Loading ASCE Manuals andReports on Engineering Practice No 74 American Society of Civil Engineers NewYork New York 1991
86 Minimum Design Loads for Buildings and Other Structures ASCE 7-95 AmericanSociety of Civil Engineers New York New York 1996
87 Peyrot Alain PLS-CADD Users Manuals PLS-CADD Version 30 Power LineSystems Inc 1995
88 Balan Toader A Filippou Filip C and Popov Egor P ldquoHysteretic Model ofOrdinary and High Strength Reinforcing Steelrdquo Journal of Structural EngineeringVol 124 No 3 March 1998
89 Handbook of Steel Construction Seventh Edition Canadian Institute of SteelConstruction Ontario Canada 1997
APPENDIX A References GT STRUDL
Rev T LRFD3 Appendix A - 8 V 2
90 Eurocode 3 Design of steel structures Part 11 General rules and rules forbuildings (together with United Kingdom National Application Document) DDENV 1993-1-11992 British Standards Institution
91 STAHLBAU-PROFILE 21 Auflage uumlberarbeiteter Nachdruck 1997
92 Indian Standard CODE OF PRACTICE FOR GENERAL CONSTRUCTION INSTEEL Second Revision IS800-1984 New Delhi December 1995
93 Indian Standard DIMENSIONS FOR HOT ROLLED STEEL BEAM COLUMNCHANNEL AND ANGLE SECTIONS Third Revision IS 8081989 New DelhiSeptember 1989
94 AISC LRFD Specification for the Design of Steel Hollow Structural Sections April15 1997 American Institute of Steel Construction Inc Chicago Illinois 1997
95 Structural Use of Steelwork in Building Part 1 Code of practice for design of rolledand welded sections British Standard BS 5950-1 2000 London England May2001
96 Manual of Steel Construction AISC Load and Resistance Factor Design ThirdEdition American Institute of Steel Construction Inc Chicago Illinois 1999
97 1997 Uniform Building Code Volume 2 Structural Engineering Design ProvisionsInternational Conference of Building Officials Whittier California April 1997
GT STRUDL Appendix B Use of GTTABLE
V2 LRFD3 Appendix B - 1 Rev T
Appendix B Use of GTTABLE
This appendix has been discussed in detail in Volume 2A Please see Appendix Bof Volume 2A for a summary of the Use of GTTABLE
Appendix B Use of GTTABLE GT STRUDL
Rev T LRFD3 Appendix B - 2 V 2
This page intentionally left blank
GT STRUDL Appendix C GTSTRUDL Tables of Steel Profiles
V2 LRFD3 Appendix C - 1 Rev T
Appendix C GTSTRUDL Tables of Steel Profiles
This appendix has been discussed in detail in Volume 2A Please see Appendix Cof Volume 2A for a summary of the major steel profile (section) tables provided withGTSTRUDL
Appendix C GTSTRUDL Tables of Steel Profiles GT STRUDL
Rev T LRFD3 Appendix C - 2 V 2
End of Document
- Title Page
- Revision History
- NOTICES
- Table of Contents
- GTSTRUDL Steel Design LRFD3 Code
-
- Introduction
- LRFD3 Steel Design Code and Parameters
-
- Properties Used by LRFD3
- Parameters Used by LRFD3
- Appendix A References
- Appendix B Use of GTTABLE
- Appendix C GTSTRUDL Tables of Steel Profiles
-
File Attachment
LRFD3 Manual
LRFD3 Steel Design Code and Parameters GT STRUDL
52 - 2
Figure LRFD31-1 Local Axes for Design with LRFD3
GT STRUDL LRFD3 Steel Design Code and Parameters
52 - 3
Figure LRFD31-1 Local Axes for Design with LRFD3 (continued)
LRFD3 Steel Design Code and Parameters GT STRUDL
52 - 4
Figure LRFD31-1 Local Axes for Design with LRFD3 (Continued)
GT STRUDL LRFD3 Steel Design Code and Parameters
52 - 5
The following assumptions are made throughout the LRFD3 code
1 Open cross-sections (I shapes channels single angles double angles teesbars and plate girders) are normally not used in situations whereinsignificant torsional moments must be resisted by the member Torsionalstresses are usually small for open cross-sections when compared to axial andbending stresses and may be neglected No checks are made for torsion inopen cross-sections (I shapes channels single angles double angles teesbars and plate girders) The designer is reminded to check the torsionalstresses for open cross-sections (I shape channels single angles doubleangles tees bars and plate girders) whenever they become significant
2 Torsional stresses are checked for round HSS (pipes) rectangular and squareHSS (structural tubes) based on the Section 61 on Page 162-8 of the AISCLRFD Third Edition Combined torsion shear flexure andor axial forcesare also checked for round HSS (pipes) rectangular and square HSS(structural tubes) based on the Section 72 on Page 162-10 of the AISCLRFD Third Edition Closed cross-sections (HSS) are frequently used insituations wherein significant torsional moments must be resisted by themembers Generally the normal and shear stresses due to warping in closedcross-sections (HSS) are insignificant and the total torsional moment can beassumed to be resisted by pure torsional shear stresses (Saint-Venantrsquostorsion)
3 Web stiffeners are considered for web shear stress but they are not designed
4 Modified column slenderness for double angle member is considered(Section E4 of the AISC LRFD Third Edition) Modified columnslenderness of the double angle member is computed based on the userspecified or designed number of the intermediate connectors
5 Double angles contain an adequate number of intermediate connectors (stitchplates) which make the two angles act as one Tee-like section
LRFD3 Steel Design Code and Parameters GT STRUDL
52 - 6
The sections of the AISC LRFD Third Edition specifications (96) which areconsidered by the GTSTRUDL LRFD3 code are summarized below
Section TitleChapter D Tension membersSection B7 Limiting slenderness ratiosSection D1 Design tensile strength
Chapter E Columns and other compression membersSection B7 Limiting slenderness ratiosTable B51 Limiting width to thickness ratio for unstiffened compression elementsTable B51 Limiting width to thickness ratio for stiffened compression elementsSection E2 Design compressive strength for flexural bucklingSection E3 Design compressive strength for flexural-torsional bucklingSection E4 Built-up memberSection E41 Design strength Modified column slendernessSection E42 Detailing requirements
Appendix E Columns and other compression membersAppendix E3 Design compressive strength for flexural-torsional buckling
Appendix B Design requirementsAppendix B53a Unstiffened compression elementsAppendix B53b Stiffened compression elementsAppendix B53c Design propertiesSection B53d Design strength
Chapter F Beam and other flexural membersSection F11 YieldingSection F12 Lateral-Torsional BucklingSection F12a Doubly symmetric shapes and channels with Lb Lr
Section F12b Doubly symmetric shapes and channels with Lb gt Lr
Section F12c Tees and Double angles
Appendix F Beams and other flexural membersAppendix F1 Design for flexureTable A-F11 Nominal strength parameters
Appendix F2 Design for shearAppendix F22 Design shear strengthAppendix F23 Transverse stiffeners
GT STRUDL LRFD3 Steel Design Code and Parameters
52 - 7
Section Title
Appendix G Plate GirdersAppendix G1 LimitationsAppendix G2 Design flexural strengthAppendix G3 Design shear strengthAppendix G4 Transverse stiffenersAppendix G5 Flexure-shear
Chapter H Member under combined forcesSection H1 Symmetric members subject to bending and axial forceSection H11 Doubly and singly symmetric member in flexure and tensionSection H12 Doubly and singly symmetric member in flexure and
compression
Load and Resistance Factor Design Specification for Single-Angle Members
Section Title
Section 2 TensionSection 3 ShearSection 4 CompressionSection 5 FlexureSection 51 Flexure Design StrengthSection 53 Bending About Principal AxesSection 6 Combined ForcesSection 61 Members in Flexure and Axial CompressionSection 62 Members in Flexure and Axial Tension
Load and Resistance Factor Design Specification for Steel Hollow StructuralSections
Section Title
Table 22-1 Limiting Wall Slenderness for Compression Elements
Section 3 Tension MembersSection 31 Design Tensile StrengthSection 4 Column and Other Compression Members Section 42 Design Compressive StrengthSection 5 Beams and Other Flexural MembersSection 51 Design Flexural Strength
LRFD3 Steel Design Code and Parameters GT STRUDL
52 - 8
Section Title
Section 52 Design Shear StrengthSection 6 Torsion MembersSection 61 Design Torsional StrengthSection 7 Members Under Combined ForcesSection 71 Design for Combined Flexure and Axial ForceSection 72 Design for Combined Torsion Shear Flexure andor Axial
Force
Tensile or compressive axial strengths bi-axial bending shear strengths andcombined strengths are considered for all cross-sections Parameters allowing for thechanges which occur in structural steel at high temperatures have been included and may beinvoked at the users discretion
The detailed explanation of the code parameters and cross-section properties are asfollows
1 Table LRFD31-1 Shows the parameters used by LRFD3 code TableLRFD31-1 contains the applicable parameter namestheir default values and a brief description of theparameters
2 Section LRFD32 Describes the cross-section properties used for eachshape
3 Section LRFD33 Contains detailed discussion of the parameters usedby the LRFD3 code and they are presented in thealphabetic order in this section
GT STRUDL LRFD3 Code Parameters
52 - 9
Table LRFD31-1LRFD3 Code Parameters
Parameter Default Name Value Meaning
CODE Required Identifies the code to be used for member checking ormember selection Specify LRFD3 for code name Secondorder elastic analysis using factored loads is required by theGTSTRUDL LRFD3 code Second order effect may beconsidered by using GTSTRUDL Nonlinear Analysis(Section 25 of Volume 3 of the User Reference Manual)See Sections LRFD32 and LRFD33 for a more detaileddescription of parameters and cross-section properties
TBLNAM WSHAPES9 Identifies the table of profiles to be used during selection(SELECT command) See Table LRFD31-3 for a list ofavailable table names
CODETOL 00 Percent variance from 10 for compliance with the provisionsof a code The ratio of ActualAllowable must be less thanor equal to [10 + CODETOL100]
PF 10 Area reduction factor for holesout in members subject toaxial tension
a 100000 The clear distance between transverse stiffeners This(inches) parameter is used to compute ah ratio which is used in the
computation of the limiting shear strength The default valueindicates that the shear check does not consider transversestiffeners
LRFD3 Code Parameters GT STRUDL
52 - 10
Table LRFD31-1 (continued)
LRFD3 Code Parameters
Parameter Default Name Value Meaning
SECTYPE Computed Indicates that the cross-section is rolled or welded shapeThis parameter is used to compute the value of Fr Fr is thecompressive residual stress in flange
ROLLED = rolled shape Compressive residual stress isequal to 10 ksi
WELDED = welded shape Compressive residual stressis equal to 165 ksi
Material Properties
STEELGRD A36 Identifies the grade of steel from which a member is madeSee Tables LRFD31-4 and LRFD31-5 for steel grades andtheir properties
Fy Computed Yield stress of member Computed from parameterlsquoSTEELGRDrsquo if not given
Fu Computed Minimum tensile strength of member Computed fromparameter lsquoSTEELGRDrsquo if not given
Fyf Fy Minimum yield stress of the flange If not specified it isassumed equal to the parameter lsquoFyrsquo This parameter is usedto define a hybrid cross-section See parameter lsquoFywrsquo also
Fyw Fy Minimum yield stress of the web If not specified it isassumed equal to the parameter lsquoFyrsquo This parameter is usedto define a hybrid cross-section See parameter lsquoFyfrsquo also
RedFy 10 Reduction factor for parameter lsquoFyrsquo This factor timesparameter lsquoFyrsquo gives the Fy value used by the code Used toaccount for property changes at high temperatures
GT STRUDL LRFD3 Code Parameters
52 - 11
Table LRFD31-1 (continued)
LRFD3 Code Parameters
Parameter Default Name Value Meaning
Material Properties (continued)
RedFu 10 Reduction factor for parameter lsquoFursquo Similar to parameterlsquoRedFyrsquo
REDE 10 Reduction factor for E the modulus of elasticity Similar toparameter RedFy
Slenderness Ratio
SLENCOMP 200 Maximum permissible slenderness ratio (KLr) for a membersubjected to axial compression When no value is specifiedfor this parameter the value of 200 is used for the maximumslenderness ratio
SLENTEN 300 Maximum permissible slenderness ratio (Lr) for a membersubjected to axial tension When no value is specified for thisparameter the value of 300 is used for the maximumslenderness ratio
K-Factors
COMPK NO Parameter to request the computation of the effective lengthfactors KY and KZ (Sections 22 and 23 of Volume 2A ofthe User Reference Manual)
YES = compute KY and KZ factors
KY = compute KY only
KZ = compute KZ only
NO = use default or specified values for KY andKZ
K-factor Leaning Columns Concept has not been implemented for the automatic K-factor Computation
LRFD3 Code Parameters GT STRUDL
52 - 12
Table LRFD31-1 (continued)
LRFD3 Code Parameters
Parameter Default Name Value Meaning
K-Factors (continued)
KY 10 Effective length factor for buckling about the local Y axis ofthe profile See Sections 22 and 23 of Volume 2A of theUser Reference Manual for GTSTRUDL computation ofeffective length factor KY
KZ 10 Effective length factor for buckling about the local Z axis ofthe profile See Sections 22 and 23 of Volume 2A of theUser Reference Manual for GTSTRUDL computation ofeffective length factor KZ
Print-K YES Parameter to print the computed K-factor values after thedefault code check or select command output (TRACE 4output) The default value of lsquoYESrsquo for this parameterindicates that the computed K-factor values should be printedafter the code check or select command output The columnnames attached to the start and end of the code checkedmember is also printed This printed information allows theuser to inspect the automatic detection of the columnsattached to the start and end of the designed member Avalue of lsquoNOrsquo indicates that K-factor values and the names ofthe attached columns to the start and end of the designedmember should not be printed
SDSWAYY YES Indicates the presence or absence of sidesway about the localY axis
YES = sidesway permitted
NO = sidesway prevented
K-factor Leaning Columns Concept has not been implemented for the automatic K-factor Computation
GT STRUDL LRFD3 Code Parameters
52 - 13
Table LRFD31-1 (continued)
LRFD3 Code Parameters
Parameter Default Name Value Meaning
K-Factors (continued)
SDSWAYZ YES Indicates the presence or absence of sidesway about the localZ axis
YES = sidesway permitted
NO = sidesway prevented
CantiMem NO Parameter to indicate that a member or a physical memberwhich is part of a cantilever truss should be considered as acantilever in the K-factor computation True cantilevermembers or physical members are detected automatically
NO = member or physical member is not cantilever
YES = member or physical member is cantilever
GAY Computed G-factor at the start joint of the member GAY is used in thecalculation of effective length factor KY (see parametersCOMPK KY and Sections 22 and 23 of Volume 2A of theUser Reference Manual)
GAZ ComputedG-factor at the start joint of the member GAZ is used in thecalculation of effective length factor KZ (see parametersCOMPK KZ and Sections 22 and 23 of Volume 2A of the UserReference Manual)
GBY ComputedG-factor at the end joint of the member GBY is used in thecalculation of effective length factor KY (see parametersCOMPK KY and Sections 22 and 23 of Volume 2A of the UserReference Manual)
GBZ ComputedG-factor at the end joint of the member GBZ is used in thecalculation of effective length factor KZ (see parametersCOMPK KZ and Sections 22 and 23 of Volume 2A of the UserReference Manual)
LRFD3 Code Parameters GT STRUDL
52 - 14
Table LRFD31-1 (continued)
LRFD3 Code Parameters
Parameter Default Name Value Meaning
Buckling Length
LY Computed Unbraced length for buckling about the local Y axis of theprofile The default is computed as the length of the member
LZ Computed Unbraced length for buckling about the local Z axis of theprofile The default is computed as the length of the member
FRLY 10 Fractional form of the parameter LY allows unbraced lengthto be specified as fractions of the total length Used onlywhen LY is computed
FRLZ 10 Fractional form of the parameter LZ similar to FRLY Usedonly when LZ is computed
Flexural-Torsional Buckling
KX 10 Effective length factor for torsional buckling about the localX axis of the profile This parameter is used in flexural-torsional buckling stress Fe computations
LX Computed Unbraced length for torsional buckling about the local X axisof the profile The default is computed as the length of themember This parameter is used in flexural-torsionalbuckling stress Fe computations
FRLX 10 Fractional form of the parameter LX allows unbraced lengthto be specified as fractions of the total length Used onlywhen LX is computed
GT STRUDL LRFD3 Code Parameters
52 - 15
Table LRFD31-1 (continued)
LRFD3 Code Parameters
Parameter Default Name Value Meaning
Bending Strength
CB Computed Coefficient used in computing allowable compressivebending strength (AISC LRFD Third Edition Section F12aEquation F1-3)
UNLCF Computed Unbraced length of the compression flange The default iscomputed as the length of the member In this parameter nodistinction is made between the unbraced length for the topor bottom flange See UNLCFTF or UNLCFBF
FRUNLCF 10 Fractional form of the parameter UNLCF allows unbracedlength to be specified as fractions of the total length Usedonly when UNLCF is computed
UNLCFTF Computed Unbraced length of the compression flange for the topflange When no value is specified UNLCF and FRUNLCFare used for this parameter
UNLCFBF Computed Unbraced length of the compression flange for the bottomflange When no value is specified UNLCF and FRUNLCFare used for this parameter
LRFD3 Code Parameters GT STRUDL
52 - 16
Table LRFD31-1 (continued)
LRFD3 Code Parameters
Parameter Default Name Value Meaning
Channel Parameter
Tipping YES This is the parameter indicating that the tipping effect shouldbe considered When the load is applied to the top flange ofthe channel and the flange is not braced there is a tippingeffect that reduces the critical moment A value of YES forthis parameter indicates that the flange is unbraced and theflange is loaded as such that causes tipping effect In thiscase the reduced critical moment may be conservativelyapproximated by setting the warping buckling factor X2 equalto zero A value of NO indicates that the tipping effect doesnot happen and the warping buckling factor is computedbased on the Equation F1-9 of the AISC LRFD Third Edition
Single Angle Parameter
Cby Computed Coefficient used in computing elastic lateral-torsionalbuckling moment Mob (AISC LRFD Third Edition Section53 on the page 163-6) for major axis bending (bending aboutthe principal Y axis)
Tee Parameter
SFYBend 10 Parameter to specify safety factor for the computation of thelimit state of Y axis (minor axis) bending of the tee section
Double Angle Parameters
nConnect 0 Number of connectors between individual angles The userspecified value is used during the code check When theSELECT MEMBER (design) is requested the user specifiedvalue is used unless more connectors are required If the
GT STRUDL LRFD3 Code Parameters
52 - 17
Table LRFD31-1 (continued)
LRFD3 Code Parameters
Parameter Default Name Value Meaning
Double Angle Parameters (continued)
designed number of connectors are larger than the userspecified value the computed number of connectors are usedand printed after the SELECT MEMBER result The defaultvalue of zero indicates that the angles are connected at theends only Following are additional options that you canspecify for this parameter
0 = angles are connected at the ends of the member
ndash1 = requesting the number of connectors to be computedduring code check
ndash2 = bypass modified column slenderness equationsThis will bypass the check for the Section E41 ofthe AISC LRFD Third Edition
ConnType WELDED Type of the intermediate connectors that are used for doubleangle Choices are SNUG and WELDED
SNUG = intermediate connectors that are snug-tightbolted
WELDED = intermediate connectors that are welded orfully tensioned bolted This is the default
L Computed Actual member length is used to design a number ofconnectors and to check connector spacing (Section E42 ofthe AISC LRFD) and also used in the computation of themodified column slenderness (KLr)m (Section E41 of theAISC LRFD) This parameter is used to compute the distancebetween connectors a = L(n+1) where lsquoarsquo is the distancebetween connectors lsquoLrsquo is the physical member length andlsquonrsquo is the number of connectors The default is computed asthe length of the member
LRFD3 Code Parameters GT STRUDL
52 - 18
Table LRFD31-1 (continued)
LRFD3 Code Parameters
Parameter Default Name Value Meaning
Double Angle Parameters (continued)
K 10 Effective length factor for an individual component (singleangle) This parameter is used to design a number ofconnectors and to check the connector spacing (Section E42of the AISC LRFD)
SFYBend 10 Parameter to specify safety factor for the computation of thelimit state of Y axis (minor axis) bending of the double anglesection
Round HSS (Pipes) Shear Check Parameters
avy Computed The length of essentially constant shear in the Y axisdirection of a member This parameter is used to check the Ydirection shear of a round HSS (pipe) cross-section (96)This parameter is similar to the variable lsquoarsquo in the Equation52-2 of the AISC LRFD HSS specification in the Section162 of the LRFD Third Edition The default is computed asthe length of the member
avz Computed The length of essentially constant shear in the Z axis directionof a member This parameter is used to check the Z directionshear of a round HSS (pipe) cross-section (96) Thisparameter is similar to the variable lsquoarsquo in the Equation 52-2of the AISC LRFD HSS specification in the Section 162 ofthe LRFD Third Edition The default is computed as thelength of the member
GT STRUDL LRFD3 Code Parameters
52 - 19
Table LRFD31-1 (continued)
LRFD3 Code Parameters
Parameter Default Name Value Meaning
Round HSS (Pipes) Torsion Check Parameter
LX Computed This parameter is to specify the distance between torsionalrestraints LX is used in the equation 61-2 on Page 162-8 ofAISC LRFD Third Edition (96) This parameter is similar tothe variable lsquoarsquo in the Equation 52-2 of the AISC LRFD HSSspecification in the Section 162 of the LRFD Third EditionThe default is computed as the length of the member
Rectangular Hollow Structural Section (HSS) Parameters
Cby Computed Coefficient used in computing limiting compressive bendingstrength (AISC LRFD Third Edition Section F12a EquationF1-3) for minor axis bending (bending about the Y-axis)
UNLCW Computed Unbraced length of the compression web about the local Yaxis of the profile The default is taken as length of member
FRUNLCW Computed Fractional form of the parameter UNLCW allows unbracedlength to be specified as a fraction of the total length Usedonly when UNLCW is computed
Plate Girder Parameters
Fyst Fy Minimum yield stress of the transverse stiffeners material Ifnot specified it is assumed equal to the parameter Fy
LRFD3 Code Parameters GT STRUDL
52 - 20
Table LRFD31-1 (continued)
LRFD3 Code Parameters
Parameter Default Name Value Meaning
Plate Girder Parameters (continued)
Ast 00 Parameter to specify the transverse stiffeners area Thisparameter is used to check Appendix G4 of AISC LRFD 3rd
Edition The specified transverse stiffeners area is checkedto see if it is smaller than the computed value from EquationA-G4-1 of Appendix G4 of AISC LRFD 3rd Edition Thedefault value of 00 indicates that the transverse stiffenersarea of Appendix G4 is not checked
Ist 00 Parameter to specify the transverse stiffeners moment ofinertia This parameter is used to check Appendix F23 ofAISC LRFD 3rd Edition for the required transverse stiffenersmoment of inertia The default value of 00 indicates that thetransverse stiffeners moment of inertia according to AppendixF23 is not checked
Dstiff 24 Parameter to specify the factor D that is used in the EquationA-G4-1 of Appendix G4 of AISC LRFD 3rd Edition Adefault value of 24 for single plate stiffeners is assumed Thevalue of factor D (parameter lsquoDstiffrsquo) in the Equation A-G4-1is dependent on the type of transverse stiffeners used in aplate girder Alternate values are as follows
10 = for stiffeners in pairs This is the default valuewhen the specified value for the parameterlsquoNumBarsrsquo is greater than 1
18 = for single angle stiffeners
24 = for single plate stiffeners This is the defaultvalue when the specified value for the parameterlsquoNumBarsrsquo is equal to 1
GT STRUDL LRFD3 Code Parameters
52 - 21
Table LRFD31-1 (continued)
LRFD3 Code Parameters
Parameter Default Name Value Meaning
Plate Girder Parameters (continued)
NumBars 10 Parameter to specify a number of single plate stiffeners Thedefault value for this parameter indicates 1 single platestiffener
Stiff-H 00 Parameter to specify the single plate stiffeners cross-sectionrsquosheight Parameters lsquoStiff-Hrsquo lsquoStiff-Wrsquo and lsquoNumBarsrsquo areused for the automatic computation of the parameters lsquoAstrsquoand lsquoIstrsquo The automatic computation of the parameters lsquoAstrsquoand lsquoIstrsquo is based on the rectangular bar stiffeners geometryIf transverse stiffeners are not rectangular bar parameterslsquoAstrsquo and lsquoIstrsquo should be specified
Stiff-W 00 Parameter to specify the single plate stiffeners cross-sectionrsquoswidth See parameter lsquoStiff-Hrsquo for more information
Force Limitation
FXMIN 05 (lb) Minimum axial force to be considered by the code anythingless in magnitude is taken as zero
FYMIN 05 (lb) Minimum Y-shear force to be considered by the codeanything less in magnitude is taken as zero
FZMIN 05 (lb) Minimum Z-shear force to be considered by the codeanything less in magnitude is taken as zero
LRFD3 Code Parameters GT STRUDL
52 - 22
Table LRFD31-1 (continued)
LRFD3 Code Parameters
Parameter Default Name Value Meaning
Force Limitation (continued)
MXMIN 200 (in-lb) Minimum torsional moment to be considered by the codeanything less in magnitude is taken as zero
MYMIN 200 (in-lb) Minimum Y-bending moment to be considered by the codeanything less in magnitude is taken as zero
MZMIN 200 (in-lb) Minimum Z-bending moment to be considered by the codeanything less in magnitude is taken as zero
Output Processing and System Parameters
SUMMARY NO Indicates if SUMMARY information is to be saved for themember Choices are YES or NO see Sections 29 and 72of Volume 2A of the User Reference Manual for an expla-nation
PrintLim NO Parameter to request to print the section limiting values forlimit state and load and resistance factor codes The defaultoutput from CHECK or SELECT command prints the sectionforce values A value of lsquoYESrsquo for this parameter indicatesthat the section limiting values should be printed instead ofdefault section forces
GT STRUDL LRFD3 Code Parameters
52 - 23
Table LRFD31-1 (continued)
LRFD3 Code Parameters
Parameter Default Name Value Meaning
Output Processing and System Parameters (continued)
TRACE 40 Flag indicating when checks of code provisions should beoutput during design or code checking See Section 72 ofVolume 2A of the User Reference Manual for an explanation
1 = never
2 = on failure
3 = all checks
4 = controlling ActualAllowable values and sectionforces
VALUES 10 Flag indicating if parameter or property values are to beoutput when retrieved See Section 72 of Volume 2A of theUser Reference Manual for the explanation
1 = no output
2 = output parameters
3 = output properties
4 = output parameters and properties
LRFD3 Code Parameters GT STRUDL
52 - 24
This page intentionally left blank
GT STRUDL LRFD3 Steel Design Code and Parameters
52 - 25
Table LRFD31-2
GTSTRUDL AISC Codes
Code ParameterName Table Application
LRFD3 LRFD31-1 Checks compliance of I shapes channels single angles teesVolume double angles round HSS (pipes) rectangular and square 2 - LRFD3 HSS (structural tubes) solid round square and rectangular
bars and plate girder profiles to the 1999 AISC LRFDThird Edition Specification (96)
ASD9-E ASD9-E1-1 Checks compliance of I shape profiles to the 1989 AISCVolume ASD Ninth Edition specification (72) with equations that 2 - ASD9-E have been modified to include the modulus of elasticity
(constant E) LRFD2 LRFD2 Checks compliance of I shapes pipes structural tubing plate
Volume 2A girders (subjected to bi-axial bending and axial force)single and double angles (subjected to axial forces only)shape profiles to the 1993 AISC LRFD Second EditionSpecification (81)
ASD9 ASD9 Checks compliance of I shapes single angles channels teesVolume 2A double angles solid round bars pipes solid squares and
rectangular bars and structural tubing shape profiles to the1989 AISC ASD Ninth Edition Specification (72)
78AISC 2231 Checks compliance of I shapes single angles channels teesVolume 2B solid round bars pipes solid squares and rectangular bars
and structural tubing (use code name DBLANG for doubleangle) shape profiles to the 1978 AISC Specification (33)Eighth Edition including 1980 updates
For latest (up to date) version of this table see Table 21-1a of Volume 2A
LRFD3 Steel Design Code and Parameters GT STRUDL
52 - 26
Table LRFD31-2 (continued)
GTSTRUDL AISC Codes
Code ParameterName Table Application
69AISC 2231 Checks compliance of I shapes single angles channels teesVolume 2B solid round bars pipes solid squares and rectangular bars
and structural tubing (use code name DBLANG for doubleangle) shape profiles to the 1969 AISC Specification (16)Seventh Edition including supplements 1 2 and 3
W78AISC 2231 Similar to 78AISC code except limited to checking I shapeVolume 2B profiles This code is identical to the 78AISC code which
was available in older versions of GTSTRUDL (ie versionV1M7 and older)
DBLANG 2231 Checks compliance of double angle profiles to the 1969 Volume 2B AISC Specification (16) Seventh Edition including supple-
ments 1 2 and 3
W69AISC 2231 Similar to 69AISC code except limited to checking I shapeVolume 2B profiles This code is identical to the 69AISC code which
was available in older versions of GTSTRUDL (ie versionV1M7 and older)
For latest (up to date) version of this table see Table 21-1a of Volume 2A
GT STRUDL LRFD3 Steel Design Code and Parameters
52 - 27
Table LRFD31-3
GTSTRUDL Profile Tables for theDesign based on the LRFD3 Code
Profile Shapes Reference
I shapes See Appendix C of Volume 2A for list of applicable table namesfor I shapes W S M HP shapes wide flange shapes universalbeam shapes universal column shapes etc
Channels See Appendix C of Volume 2A for a list of channel table namesapplicable to LRFD3 codes
Single Angles See Appendix C of Volume 2A for list of single angle tablenames applicable to LRFD3 code
Tees See Appendix C of Volume 2A for a list of tee table namesapplicable to LRFD3 codes
Double Angles See Appendix C of Volume 2A for list of double angle tablenames applicable to LRFD3 code
Round HSS See Appendix C of Volume 2A for list of round HSS (pipecircular hollow section) table names applicable to LRFD3 code
Rectangular HSS See Appendix C of Volume 2A for list of rectangular and squareHSS (structural tube rectangular and square hollow section) tablenames applicable to LRFD3 code
Solid Round Bars See Appendix C of Volume 2A for a list of solid round bar tablenames applicable to LRFD3 codes
Solid Square Bars See Appendix C of Volume 2A for a list of solid square bar tablenames applicable to LRFD3 codes
Solid Rectangular Bars See Appendix C of Volume 2A for a list of solid rectangular bartable names applicable to LRFD3 codes
Plate Girders See Appendix C of Volume 2A for a list of plate girder tablenames applicable to LRFD3 codes
LRFD3 Steel Design Code and Parameters GT STRUDL
52 - 28
Table LRFD31-4
ASTM Steel Grades and Associated Values of Fy and Fu Based on the1999 AISC LRFD Third Edition Specifications
Applicable Shapes W M S HP L 2L C MC WT MT and STshapes from AISC Tables
Steel GradeASTM
DesignationGroup Number Per ASTM A6
Fy Minimum Yield Stress (ksi)Fu Minimum Tensile Strength (ksi)
Group 1 Group 2 Group 3 Group 4 Group 5A36 36
583658
3658
3658
3658
A529-G50 5065
5065
NA NA NA
A529-G55 5570
5570
NA NA NA
A572-G42 4260
4260
4260
4260
4260
A572-G50 5065
5065
5065
5065
5065
A572-G55 5570
5570
5570
5570
5570
A572-G60 6075
6075
6075
NA NA
A572-G65 6580
6580
6580
NA NA
A913-G50 5060
5060
5060
5060
5060
A913-G60 6075
6075
6075
6075
6075
A913-G65 6580
6580
6580
6580
6580
A913-G70 7090
7090
7090
7090
7090
GT STRUDL LRFD3 Steel Design Code and Parameters
52 - 29
Table LRFD31-4 (continued)
ASTM Steel Grades and Associated Values of Fy and Fu Based on the1999 AISC LRFD Third Edition Specifications
Applicable Shapes W M S HP L 2L C MC WT MT and ST shapes from AISC Tables
Steel GradeASTM
DesignationGroup Number Per ASTM A6
Fy Minimum Yield Stress (ksi)Fu Minimum Tensile Strength (ksi)
Group 1 Group 2 Group 3 Group 4 Group 5A992a 50
655065
5065
5065
5065
A242 5070
5070
46b
67b42a
63a42a
63a
A588 5070
5070
5070
5070
5070
a Applicable to W shapes only
b Applicable to W and HP shapes only
NA Indicates that shapes in the corresponding group are not produced for that grade of steelGTSTRUDL assumes Fy and Fu to be zero in such cases and will not select profiles for thesecombinations of group number and steel grade Minimum yield stresses (Fy) and minimumtensile strengths (Fu) were obtained from the summary of ASTM specifications included in the1999 AISC LRFD Third Edition specification
LRFD3 Steel Design Code and Parameters GT STRUDL
52 - 30
Table LRFD31-5
ASTM Steel Grades and Associated Values of Fy and Fu Based on the1999 AISC LRFD Third Edition Specifications
Applicable Shapes Round HSS Steel Pipe and Rectangular HSS
Steel GradeASTM
DesignationApplicable Shape Series
Fy Minimum Yield Stress (ksi)Fu Minimum Tensile Strength (ksi)
Round HSS Steel Pipe Rectangular HSSA53-GB NA 35
60NA
A500-GB 4258
NA 4658
A500-GC 4662
NA 5062
A501 3658
NA 3658
A618-GIA618-GII
Thickness 34
5070 NA
5070
A618-GIA618-GII
Thickness gt 34
4667 NA
4667
A618GIII 5065
NA 5065
A242-G46 NA NA 4667
A242-G50 NA NA 5070
A588 NA NA 5070
A847 5070
NA 5070
NA Not applicable See Table LRFD31-4 for more explanation
GT STRUDL 00BS5950 Design Code and Parameters
52 - 31
522 BS5950 Design Code and Parameters
00BS5950 CodeBritish StandardBS 5950-12000
00BS595012 00BS5950 Code
The 00BS5950 code of GTSTRUDL may be used to select or check any of the followingshapes
I shapes Subjected to bending and axial forceSingle Angles Subjected to axial force onlyCircular Hollow Sections (Pipes) Subjected to bending and axial force
The term I shapes is used to mean rolled or welded I and H beams and columns universalbeams and columns joists universal bearing piles W S M and HP profiles with doublysymmetric cross-sections
The code is based on the BS 5950-12000 British Standard Structural use of steelwork inbuilding Part 1 Code of practice for design rolled and welded sections amendment number13199 issued May 2001 The 00BS5950 code utilizes the limit state design techniques of theBSI (British Standard Institution) specification
The following assumptions are made throughout the 00BS5950 code
1 Torsional stresses are usually small when compared to axial and bending stressesand may be neglected No checks are made for torsion The designer is remindedto check the torsional stresses whenever they become significant
2 Web stiffeners are considered for web shear stress but they are not designed
Joan
Text Box
Double click the red tag13 to view complete13 00BS5950 Manual
GT STRUDLreg
S t e e l D e s i g n C o d e U s e r M a n u a l
Volume 2 - 00BS5950
Computer Aided Structural Engineering CenterSchool of Civil and Environmental Engineering
Georgia Institute of TechnologyAtlanta Georgia 30332-0355
Rev T ii V2
This page intentionally left blank
V2 iii Rev T
GTSTRUDL Users Manual Revision History
Revision No
DateReleased Description
T 2006
V2 iv Rev T
This page intentionally left blank
V2 v Rev T
NOTICES
GTSTRUDLreg User Manual Volume 2 - 00BS5950 Steel Design Codes Revision T isapplicable to Version 29 of GTSTRUDL released 2006 and subsequent versions
GTSTRUDLreg computer program is proprietary to and a trade secret of the Georgia TechResearch Corporation Atlanta Georgia 30332
GTSTRUDLreg is a registered service mark of the Georgia Tech Research CorporationAtlanta Georgia USA
DISCLAIMER
NEITHER GEORGIA TECH RESEARCH CORPORATION NOR GEORGIA INSTITUTEOF TECHNOLOGY MAKE ANY WARRANTY EXPRESSED OR IMPLIED AS TO THEDOCUMENTATION FUNCTION OR PERFORMANCE OF THE PROGRAMDESCRIBED HEREIN AND THE USERS OF THE PROGRAM ARE EXPECTED TOMAKE THE FINAL EVALUATION AS TO THE USEFULNESS OF THE PROGRAM INTHEIR OWN ENVIRONMENT
Commercial Software Rights Legend
Any use duplication or disclosure of this software by or for the US Government shall berestricted to the terms of a license agreement in accordance with the clause at DFARS2277202-3 (June 2005)
This material may be reproduced by or for the US Government pursuant to the copyrightlicense under the clause at DFARS 252227-7013 September 1989
Georgia Tech Research CorporationGeorgia Institute of Technology
Atlanta Georgia 30332-0355
Copyright copy 2006
Georgia Tech Research CorporationAtlanta Georgia 30332
ALL RIGHTS RESERVED
Printed in United States of America
V2 vi Rev T
This page intentionally left blank
V2 vii Rev T
Table of Contents
Chapter Page
NOTICES v
DISCLAIMER v
Commercial Software Rights Legend v
Table of Contents vii
00BS59501 GTSTRUDL Steel Design 00BS5950 Code 1 - 100BS595011 Introduction 11 - 100BS595012 00BS5950 Code 12 - 1
00BS59502 Properties used by 00BS5950 2 - 100BS59503 Parameters Used by 00BS5950 3 -1
00BS59504 Provisions of 00BS5950 4 - 100BS595041 General Nomenclature for 00BS5950 41 - 100BS595042 00BS5950 Provisions for I shapes 42 - 100BS595043 00BS5950 Provisions for Single Angle 43 - 100BS595044 00BS5950 Provisions for Circular Hollow Section
(CHS Pipe) 44 - 1
Appendix A References A - 1Appendix B Use of GTTABLE B - 1Appendix C GTSTRUDL Tables of Steel Profiles C - 1
List of Figures
Figure 00BS59501-1 Local Axes for Design with 00BS5950 12 - 2Figure 00BS59502-1 Local Axes for Design with 00BS5950 2 - 2Figure 00BS59503-1 Local Axis Buckling 3 - 14Figure 00BS59503-2 SIDESWAY Conditions 3 - 21Figure 00BS595042-1 Effective cross-section for determining Aeff 42 - 6Figure 00BS595042-2 Effective cross-section web fully effective for determining
Zyeff and Zzeff 42 - 10Figure 00BS595042-3 Bending Stresses for I Shapes 42 - 32Figure 00BS595044-1 Bending Stresses for Circular Hollow Section
(CHS Pipe) 44 - 17
V2 viii Rev T
List of Tables
Table 00BS59501-1 00BS5950 Code Parameters 12 - 7Table 00BS59501-2 GTSTRUDL Profile Tables for the Design based
on the 00BS5950 Code 12 - 17Table 00BS59501-3 Steel Grades Based on the BS 5950-12000 (00BS5950)
and 1993 Eurocode (EC3) Specification 12 - 18Table 00BS59501-4 Effective Factor Values EFLEY and EFLEZ for
Nominal Effective Length LEy and LEz computationBritish Standard BS 5950-12000 Specification 12 - 20
Table 00BS59501-5 Effective Length LE British Standard BS 5950-12000 Specification 12 - 21
Table 00BS59503-1 Parameters in 00BS5950 3 - 2Table 00BS59503-2 Effective Length LE British Standard BS 5950-1
2000 Specification 3 - 10Table 00BS59503-3 Effective Factor Values EFLEY and EFLEZ for
Nominal Effective Length LEy and LEz computationBritish Standard BS 5950-12000 Specification 3 - 11
Table 00BS59503-4 Steel Grades Based on the BS 5950-12000 (00BS5950) and 1993 Eurocode (EC3) Specification 3 - 24
Table 00BS595042-1 Flange Classification Provision lsquoClass-Frsquo for 00BS5950 Code 42 - 15
Table 00BS595042-2 Web Classification Provision lsquoClass-Wrsquo for 00BS5950 Code 42 - 16
Table 00BS595043-1 Single Angle Classification Provision lsquoClassrsquo for 00BS5950 Code 43 - 6
Table 00BS595044-1 Classification Provision lsquoClass-Axrsquo for 00BS5950 Code 44 - 6
Table 00BS595044-2 Classification Provision lsquoClass-Bersquo for 00BS5950 Code 44 - 7
GT STRUDL GTSTRUDL Steel Design Codes
V2 00BS595011 - 1 Rev T
00BS59501 GTSTRUDL Steel Design 00BS5950 Code
00BS595011 Introduction
The purpose of this volume is to discuss in detail the parameters properties and thecode provisions for the GTSTRUDL steel design 00BS5950 code This volume is onlyapplicable to steel design 00BS5950 code
GTSTRUDL Steel Design Codes GT STRUDL
Rev T 00BS595011 - 2 V2
This page intentionally left blank
GT STRUDL 00BS5950 Code
V2 00BS595012 - 1 Rev T
00BS5950 CodeBritish StandardBS 5950-12000
00BS595012 00BS5950 Code
The 00BS5950 code of GTSTRUDL may be used to select or check any of thefollowing shapes
I shapes Subjected to bending and axial forceSingle Angles Subjected to axial force onlyCircular Hollow Sections (Pipes) Subjected to bending and axial force
The term I shapes is used to mean rolled or welded I and H beams and columnsuniversal beams and columns joists universal bearing piles W S M and HP profiles withdoubly symmetric cross-sections
The code is based on the BS 5950-12000 British Standard Structural use ofsteelwork in building Part 1 Code of practice for design rolled and welded sectionsamendment number 13199 issued May 2001 The 00BS5950 code utilizes the limit statedesign techniques of the BSI (British Standard Institution) specification
The following assumptions are made throughout the 00BS5950 code
1 Torsional stresses are usually small when compared to axial and bendingstresses and may be neglected No checks are made for torsion Thedesigner is reminded to check the torsional stresses whenever they becomesignificant
2 Web stiffeners are considered for web shear stress but they are not designed
00BS5950 Code GT STRUDL
Rev T 00BS595012 - 2 V2
Figure 00BS59501-1 Local Axes for Design with 00BS5950
GT STRUDL 00BS5950 Code
V2 00BS595012 - 3 Rev T
The sections of the BS 5950-12000 specifications (95) that are considered by theGTSTRUDL 00BS5950 code are summarized below
Section Title
3 Properties of materials and section properties35 Classification of cross-sections351 General352 Classification353 Flanges of compound I- or H-sections
Table 11 Limiting width-to-thickness ratios for sectionsother than CHS and RHS
355 Stress ratios for classification3562 I- or H-sections with equal flanges3564 Circular hollow sections3622 Effective area3623 Effective modulus when web is fully effective364 Equal-leg angle sections365 Alternative method366 Circular hollow sections
4 Design of structural members423 Shear capacity
425 Moment capacity4252 Low shear4253 High shear
43 Lateral-torsional buckling434 Destabilizing load435 Effective length for lateral-torsional buckling
Table 13 Effective length LE for beams withoutintermediate restraint
4362 I- H- channel and box sections with equal flanges4364 Buckling resistance moment4365 Bending strength pb
4366 Equivalent uniform moment factor mLT
Table 18 Equivalent uniform moment factor mLT forlateral-torsional buckling
00BS5950 Code GT STRUDL
Rev T 00BS595012 - 4 V2
Section Title
4369 Ratio $W
445 Shear buckling resistance4452 Simplified method4453 More exact method
46 Tension members461 Tension capacity472 Slenderness
47 Compression members472 Slenderness474 Compression resistance475 Compressive strength
Table 23 Allocation of strut curve
48 Members with combined moment and axial force482 Tension members with moments4822 Simplified method4823 More exact method
483 Compression members with moments4832 Cross-section capacity
4833 Member buckling resistance48331 Simplified method
Table 26 Equivalent uniform moment factor m for flexuralbuckling
48332 More exact method for I- or H-sections with equal flangesTable 26 Equivalent uniform moment factor m for flexural
buckling48333 More exact method for CHS RHS or box sections with equal flanges
Table 26 Equivalent uniform moment factor m forflexural buckling
49 Members with biaxial moments
GT STRUDL 00BS5950 Code
V2 00BS595012 - 5 Rev T
Section Title
Annex B (normative)Lateral-torsional buckling of members subject to bending
B2 Buckling resistanceB21 Bending strengthB22 Perry factor and Robertson constantB23 Uniform I H and channel sections with equal flanges
Annex C (normative)Compressive strength
C1 Strut formulaC2 Perry factor and Robertson constant
Annex H (normative)Web buckling resistance
H1 Shear buckling strength
Annex I (normative)Combined axial compression and bending
I2 Reduced plastic moment capacityI21 I- or H-section with equal flanges
Tensile or compressive axial stresses bi-axial bending shear stresses and combinedstresses are considered for all cross-sections except single angles (tension or compressionaxial stresses only) Provisions for columns in simple construction are included Parametersallowing for the changes which occur in structural steel at high temperatures have beenincluded and may be invoked at the users discretion
The detailed explanation of the code parameters cross-section properties generalnomenclature and code equations are as follows
1 Table 00BS59501-1 Shows the parameters used by 00BS5950 codeTable 00BS59501-1 contains the applicable
parameter names their default values and a briefdescription of the parameters
2 Section 00BS59502 Describes the cross-section properties used foreach shape
00BS5950 Code GT STRUDL
Rev T 00BS595012 - 6 V2
3 Section 00BS59503 Contains detail discussion of the parameters usedby the 00BS5950 code and they are presented inthe alphabetic order in this section
4 Sections 00BS59504 Describes the subsections in the Section00BS59504
5 Section 00BS595041 Defines the symbols used in the 00BS5950 codeprovisions
6 Section 00BS595042 Contains detailed discussion of the codeprovisions and the equations applicable to the Ishape cross-sections subjected to bending andaxial forces
7 Section 00BS595043 Contains detailed discussion of the codeprovisions and the equations applicable to thesingle angle cross-sections subjected to axial forceonly
8 Section 00BS595044 Contains detailed discussion of the codeprovisions and the equations applicable to thecircular hollow sections (CHS pipes) subjected tobending and axial forces
GT STRUDL 00BS5950 Code Parameters
V2 00BS595012 - 7 Rev T
Table 00BS59501-1
00BS5950 Code Parameters
Parameter Default Name Value Meaning
CODE Required Identifies the code to be used for member checking ormember selection Specify 00BS5950 for code nameSee Sections 00BS59502 00BS59503 and 00BS59504for a more detailed description
TBLNAM UNIBEAMS Identifies the table of profiles to be used during selection(SELECT command) See Table 00BS59501-2 forchoices
METHOD EXACT Identifies the design method This parameter indicates thetype of method that should be used for the shear orcombined capacity checks BOTH = Use simplified and the more exact
methods See Sections 445 482 and483 of BS 5950-12000 (95)
EXACT = Use the more exact method SeeSections 4453 4823 48332 and48333 of BS 5950-12000 (95)
SIMPLIFY = Use simplified method See Sections4452 4822 and 4832 of BS 5950-12000 (95)
SECTYPE ROLLED Indicates that the cross-section is rolled or welded shapeThis parameter is used to determine the equations that areapplicable to the rolled or welded shapeROLLED = Member is hot rolledWELDED = Member is weldedcoldformed
00BS5950 Code Parameters GT STRUDL
Rev T 00BS595012 - 8 V2
Table 00BS59501-1 (continued)
00BS5950 Code Parameters
Parameter Default Name Value Meaning
SHRAREAF Computed SHeaR AREA Factor is used for the computation of theshear area When an alternate value other than COM-PUTE or TABLE is specified shear area is computed asthe SHRAREAF times the cross sectional area (AV = AY= SHRAREAF times AX)COMPUTE = Compute the shear area based on the
Section 423 of BS 5950-12000 (95)except for single and double anglesShear area for single and double anglesare extracted from GTSTRUDL or US-ER table
TABLE = Shear area from GTSTRUDL or USERtable is used
a 2540000(mm) Distance between web stiffeners This parameter is usedto compute ad ratio ad is the ratio of the distancebetween stiffeners to web depth An arbitrary high valueof 2540000 (mm) has been assumed as a default toindicate that the web stiffeners are absent A value isnecessary to account for web stiffeners in the shearcapacity calculation (Provisions 4452 and 4453)
SimpSupp NO Indicates that if a member is simply supported or notThis parameter is used to determine the equations that areapplicable to the simply supported members (Provisionslsquo4252Zrsquo lsquo4253Zrsquo lsquo4252Yrsquo and lsquo4253YrsquoNO = Member is not simply supportedYES = Member is simply supported
CODETOL 00 Percent variance from 10 for compliance with the provi-sions of a code The ratio of actuallimiting must be lessthan or equal to [10 + CODETOL100]
GT STRUDL 00BS5950 Code Parameters
V2 00BS595012 - 9 Rev T
Table 00BS59501-1 (continued)
00BS5950 Code Parameters
Parameter Default Name Value Meaning
PF 10 Area reduction factor for holesout in members subject toaxial tension
Material Properties
STEELGRD S235JRG2 Identifies the grade of steel from which a member ismade See Table 00BS59501-3 for STEEL GRaDes andtheir properties
Py Computed Design strength py (yield stress) of member Computedfrom parameter STEELGRD if not given
REDPy 10 Reduction factor for parameter Py This factor timesparameter Py gives the design strength (py) value used bythe code Used to account for property changes at hightemperatures
Pyf Py Design strength of the flange If not specified it isassumed equal to the parameter Py This parameter isused to define a hybrid cross-section see parameter Pywalso
Pyw Py Design strength of the web If not specified it is assumedequal to the parameter Py This parameter is used todefine a hybrid cross-section see parameter Pyf also
REDE 10 Reduction factor for E the modulus of elasticity Similarto REDPy
00BS5950 Code Parameters GT STRUDL
Rev T 00BS595012 - 10 V2
Table 00BS59501-1 (continued)
00BS5950 Code Parameters
Parameter Default Name Value Meaning
Slenderness Ratio
SLENCOMP Computed Maximum permissible slenderness ratio (LEr KLr) fora member subjected to axial compression The defaultvalue for maximum compression slenderness ratio isequal to 180
SLENTEN Computed Maximum permissible slenderness ratio (Lr) for amember subjected to axial tension Only a user-specifiedvalue will initiate the slenderness ratio check for a tensionmember
Effective Length for a Compression Member
EFLEY 10 Effective factor value used for the computation ofnominal effective length LEy = EFLEY times LY for acompression member Nominal effective length LEY isused in the computation of maximum slenderness ratioabout the local Y axis of the profile See Table00BS59501-4 or Sections 472 473 and Table 22 ofBS 5950-12000 (95) for the EFLEY values
LY Computed Unbraced length for buckling about the local Y axis of thecross-section This parameter is used to compute nominaleffective length LEy for a compression member (LEy =EFLEY times LY) The default value is computed as a lengthof the member
FRLY 10 Fractional form of the parameter LY allows unbracedlength to be specified as fractions of the total length Usedonly when default value of lsquoComputedrsquo is used forparameter LY (LY = FRLY times Member Length)
GT STRUDL 00BS5950 Code Parameters
V2 00BS595012 - 11 Rev T
Table 00BS59501-1 (continued)
00BS5950 Code Parameters
Parameter Default Name Value Meaning
Effective Length for a Compression Member (continued)
EFLEZ 10 Effective factor value used for the computation of nominaleffective length LEz = EFLEZ times LZ for a compressionmember Nominal effective length LEZ is used in the com-putation of maximum slenderness ratio about the local Z axisof the profile See Table 00BS59501-4 or Sections 472473 and Table 22 of BS 5950-12000 (95) for the EFLEZvalues
LZ Computed Unbraced length for buckling about the local Z axis of thecross-section This parameter is used to compute nominaleffective length LEz for a compression member (LEz = EFLEZtimes LZ) The default value is computed as a length of themember
FRLZ 10 Fractional form of the parameter LZ allows unbraced lengthto be specified as fractions of the total length Used onlywhen default value of lsquoComputedrsquo is used for parameter LZ(LZ = FRLZ times Member Length)
Effective Length for Lateral-Torsional Buckling
LE LLT Effective length of a member for lateral torsional bucklingof a beam with restraints at the ends Default value is theeffective length between restraints against lateral-torsionalbuckling of a member under bending see parameter LLT(LE = EFLE times LLT) See Table 00BS59501-5 foralternative values and also see Table 13 and 14 of theBS5950-12000 (95)
00BS5950 Code Parameters GT STRUDL
Rev T 00BS595012 - 12 V2
Table 00BS59501-1 (continued)
00BS5950 Code Parameters
Parameter Default Name Value Meaning
Effective Length for Lateral-Torsional Buckling (continued)
EFLE 10 Effective factor value used for the computation of theeffective length LE of a member under bending Used onlywhen default value of LLT is used for parameter LE (LE =EFLE times LLT see Table 00BS59501-5 and parameter LE)
LLT Computed Segment length between restraints against lateral-torsionalbuckling (unbraced length) This parameter generally usedto specify the segment length of the compression flangerestraint against lateral-torsional buckling (unbraced lengthof the compression flange) Computed as length of member
FRLLT 10 Fractional value used for the computation of the unbracedlateral-torsional buckling length of a member LLT Usedonly when default value of lsquoComputedrsquo is used for parameterLLT (LLT = FRLLT times Member Length)
Equivalent Uniform Moment Factors
mLT Computed Equivalent uniform moment factor for lateral-torsionalbuckling (mLT) which is used in the member bucklingresistance equations This parameter modifies Z axisbending buckling capacity in combined axial and bendingcapacity equations See Section 00BS59503 for moreexplanation
my Computed Equivalent uniform moment factor for flexural buckling(my) which is used in the member buckling resistanceequations This parameter modifies Y axis bending capacityin combined axial and bending capacity equations SeeSection 00BS59503 for more explanation
GT STRUDL 00BS5950 Code Parameters
V2 00BS595012 - 13 Rev T
Table 00BS59501-1 (continued)
00BS5950 Code Parameters
Parameter Default Name Value Meaning
Equivalent Uniform Moment Factors (continued)
mz Computed Equivalent uniform moment factor for flexural buckling(mz) which is used in the member buckling resistanceequations This parameter modifies Z axis bending capacityin combined axial and bending capacity equations SeeSection 00BS59503 for more explanation
myz Computed Equivalent uniform moment factor for lateral flexuralbuckling (myz) which is used in the member out-of-planebuckling resistance equations This parameter modifies Yaxis bending capacity in combined axial and bendingcapacity equations See Section 00BS59503 for moreexplanation
SDSWAYY YES Indicates the presence or absence of SiDeSWAY about thelocal Y axisYES = Sidesway permittedNO = Sidesway prevented
SDSWAYZ YES Indicates the presence or absence of SiDeSWAY about thelocal Z axisYES = Sidesway permittedNO = Sidesway prevented
00BS5950 Code Parameters GT STRUDL
Rev T 00BS595012 - 14 V2
Table 00BS59501-1 (continued)
00BS5950 Code Parameters
Parameter Default Name Value Meaning
Equivalent Uniform Moment Factors (continued)
DESTLDY YES Indicates the presence or absence of a DESTabilizing LoaDwhich causes movement in the member local Y axisdirection (and possibly rotation about the member local Yaxis) Destabilizing load conditions exist when a load isapplied in the local Z axis direction of a member and boththe load and the member are free to deflect laterally (andpossibly rotationally also) relative to the centroid of themember This parameter is only applicable to LOADS listor ALL LOADS of the PARAMETERS commandYES = Destabilizing loadNO = Normal load
DESTLDZ YES Indicates the presence or absence of a DESTabilizing LoaDwhich causes movement in the member local Z axisdirection (and possibly rotation about the member local Zaxis) Destabilizing load conditions exist when a load isapplied to the top flange (local Y axis load) of a member andboth the load and the flange are free to deflect laterally (andpossibly rotationally also) relative to the centroid of themember This parameter is only applicable to LOADS listor ALL LOADS of the PARAMETERS commandYES = Destabilizing loadNO = Normal load
Force Limitation
FXMIN 2224 (N) Minimum axial force to be considered by the code anythingless in magnitude is taken as zero Units are in newtons (N)
FYMIN 2224 (N) Minimum Y-shear force to be considered by the codeanything less in magnitude is taken as zero
GT STRUDL 00BS5950 Code Parameters
V2 00BS595012 - 15 Rev T
Table 00BS59501-1 (continued)
00BS5950 Code Parameters
Parameter Default Name Value Meaning
Force Limitation (continued)
FZMIN 2224 (N) Minimum Z-shear force to be considered by the codeanything less in magnitude is taken as zero
MYMIN 22600 Minimum Y-bending moment to be considered by the(mm-N) code anything less in magnitude is taken as zero
MZMIN 22600 Minimum Z-bending moment to be considered by the(mm-N) code anything less in magnitude is taken as zero
Output Processing
MXTRIALS 5000 Maximum number of profiles to be tried when designing amember Default is larger than the number of profiles inmost tables
SUMMARY NO Indicates if SUMMARY information is to be saved for themember Choices are YES or NO see Sections 29 and 72of Volume 2A of the User Reference Manual for an expla-nation
PrintLim NO Parameter to request to print the section limiting values forlimit state and load and resistance factor codes Thisparameter is applicable to the steel design CHECK andSELECT commands The default output from CHECK orSELECT command prints the section force values A valueof lsquoYESrsquo for this parameter indicates that the section limitingvalues should be printed instead of default section forces
00BS5950 Code Parameters GT STRUDL
Rev T 00BS595012 - 16 V2
Table 00BS59501-1 (continued)
00BS5950 Code Parameters
Parameter Default Name Value Meaning
Output Processing (continued)
TRACE 40 Flag indication when checks of code provisions should beoutput during design or code checking See Section 72 ofVolume 2A of the User Reference Manual for theexplanation1 = never2 = on failure3 = all checks4 = controlling ActualAllowable values and section
forces
VALUES 10 Flag indication if parameter or property values are to beoutput when retrieved See Section 72 of Volume 2A of theUser Reference Manual for the explanation1 = no output2 = output parameters3 = output properties4 = output parameters and properties
GT STRUDL 00BS5950 Code Parameters
V2 00BS595012 - 17 Rev T
Table 00BS59501-2
GTSTRUDL Profile Tables for theDesign based on the 00BS5950 Code
Profile Shapes Reference
I shapes See Appendix C of Volume 2A for list of ApplicableTable names for universal beams universal columnsjoists universal bearing piles I shapes W S M HPshapes wide flange shapes etc
Single Angles See Appendix C of Volume 2A for list of single angletable names applicable to 00BS5950 code
Circular Hollow Sections See Appendix C of Volume 2A for list of circular hollowsection (pipe round HSS) table names applicable to00BS5950 code
00BS5950 Code Parameters GT STRUDL
Rev T 00BS595012 - 18 V2
Table 00BS59501-3
Steel Grades Based on the BS 5950-12000 (00BS5950) and 1993 Eurocode (EC3) Specification
Steel GradeNominal Yield Strength fy (Nmm2) Ultimate Tensile Strength fu
t 16 16lt t 40 40lt t 63 63lt t 80 80lt t 100 100lt t 150 150lt t 200 200lt t 250 t 100 100lt t 150 150lt t 250
S185 185 175 290
S235JR 235 225 340
S235JRG1 235 225 340
S235JRG2 235 225 215 215 215 195 185 175 340 340 320
S235J0 235 225 215 215 215 195 185 175 340 340 320
S235J2G3 235 225 215 215 215 195 185 175 340 340 320
S235J2G4 235 225 215 215 215 195 185 175 340 340 320
S275JR 275 265 255 245 235 225 215 205 410 400 380
S275J0 275 265 255 245 235 225 215 205 410 400 380
S275J2G3 275 265 255 245 235 225 215 205 410 400 380
S275J2G4 275 265 255 245 235 225 215 205 410 400 380
S275N 275 265 255 245 235 225 370 350
S275NL 275 265 255 245 235 225 370 350
GT STRUDL 00BS5950 Code Parameters
V2 00BS595012 - 19 Rev T
Table 00BS59501-3 (continued)
Steel Grades Based on the BS 5950-12000 (00BS5950) and 1993 Eurocode (EC3) Specification
Steel GradeNominal Yield Strength fy (Nmm2) Ultimate Tensile Strength fu
t 16 16lt t 40 40lt t 63 63lt t 80 80lt t 100 100lt t 150 150lt t 200 200lt t 250 t 100 100lt t 150 150lt t 250
S355JR 355 345 335 325 315 295 285 275 490 470 450
S355J0 355 345 335 325 315 295 285 275 490 470 450
S355J2G3 355 345 335 325 315 295 285 275 490 470 450
S355J2G4 355 345 335 325 315 295 285 275 490 470 450
S355K2G3 355 345 335 325 315 295 285 275 490 470 450
S355K2G4 355 345 335 325 315 295 285 275 490 470 450
S355N 355 345 335 325 315 295 470 450
S355NL 355 345 335 325 315 295 470 450
S420N 420 400 390 370 360 340 520 500
S420NL 420 400 390 370 360 340 520 500
S460N 460 440 430 410 400 550
S460NL 460 440 430 410 400 550
00BS5950 Code Parameters GT STRUDL
Rev T 00BS595012 - 20 V2
Table 00BS59501-4
Effective Factor Values EFLEY and EFLEZ forNominal Effective Length LEy and LEz computation
British Standard BS 5950-12000 Specification
a) non-sway mode
Restraint (in the plane under consideration) by other parts of structure EFLEYand
EFLEZEffectively held inposition at both ends
Effectively restrained in direction at both ends 07Partially restrained in direction at both ends 085Restrained in direction at one end 085Not restrained in direction at either end 10
b) sway mode
One end Other end EFLEYand
EFLEZEffectively held inposition and restrainedin direction
Not held inposition
Effectively restrained in direction 12Partially restrained in direction 15Not restrained in direction 20
Excluding angle channel or T-section struts designed in accordance with Section4710 of the BS 5950-12000 (95)
ExamplePARAMETERS
EFLEY 15 MEMBER 1 $ LEy = 15LY for member 1EFLEZ 12 MEMBER 25 $ LEz = 12LZ for member 25
LY and LZ are the unbraced length for buckling about the local Y and Z axis of the cross-section (see parameter LY and LZ)
GT STRUDL 00BS5950 Code Parameters
V2 00BS595012 - 21 Rev T
Table 00BS59501-5
Effective Length LE
British Standard BS 5950-12000 Specification
Conditions of restraint at supports Alternate values forParameter LE
Loading conditions
Normal
DESTLDZ = NO
Destabilizing
DESTLDZ = YES
Default value for parameter LE LLT EFLLTtimesLLT EFLLTtimesLLT
Compression flange laterally restrained Nominal torsional restraint against rotation about longitudinal axis
Both flanges fully restrained againstrotation on plan
A1 07LLT 085LLT
Compression flange fully restrainedagainst rotation on plan
A2 075LLT 09LLT
Both flanges partially restrained againstrotation on plan
A3 08LLT 095LLT
Compression flange partially restrainedagainst rotation on plan
A4 085LLT 10LLT
Both flanges free to rotate on plan A5 10LLT 12LLT
Compression flange laterally unrestrained Both flanges free to rotate on plan
Partial torsional restraint against rotationabout longitudinal axis provided byconnection of bottom flange to supports
A6 10LLT + 2D 12LLT + 2D
Partial torsional restraint against rotationabout longitudinal axis provided only bypressure of bottom flange onto supports
A7 12LLT + 2D 14LLT + 2D
ExamplePARAMETERS
DESTLDZ NO LOAD 2DESTLDZ YES LOAD 5LE A3 MEMBER 1 $ LE = 08LLT for load 2 and
$ LE = 095LLT for load 5LE A7 MEMBER 8 $ LE = 12LLT+2D for load 2 and
$ LE = 14LLT+2D for load 5
1 D is the depth of cross-section (table property YD)2 Default value for parameter EFLLT is equal to 103 For cantilevers and other types of beams not in Table 00BS59501-6 use parameter EFLLT to specify the effective length
factor (LE = EFLLTtimesLLT)
00BS5950 Code Parameters GT STRUDL
Rev T 00BS595012 - 22 V2
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GT STRUDL Properties used by 00BS5950
V2 00BS59502 - 1 Rev T
00BS59502 Properties used by 00BS5950
This section describes the profile properties used by the 00BS5950 code Since eachshape has different properties that are required by the design code the properties of eachshape are listed separately The tables supplied with GTSTRUDL contain these propertiesrequired for design in addition to the properties required for analysis New tables created bythe user should include the same properties if the 00BS5950 code is to be used Theorientation of the principle axes (Z and Y) for each shape is shown in Figure 00BS59502-1
Properties Used by 00BS5950 GT STRUDL
Rev T 00BS59502 - 2 V2
Figure 00BS59502-1 Local Axes for Design with 00BS5950
GT STRUDL Properties used by 00BS5950
V2 00BS59502 - 3 Rev T
I Shapes
For universal shapes W shapes and other doubly symmetric I beams thefollowing properties are required
AX = cross-sectional areaAY = Y axis shear area computed as the total profile depth (YD)
times the web thickness (WBTK)AZ = Z axis shear area computed as 23 of the total flange areaIX = torsional moment of inertiaIY = moment of inertia about the Y axisIZ = moment of inertia about the Z axisRY = radius of gyration about the Y axisRZ = radius of gyration about the Z axisSY = section modulus about the Y axisSZ = section modulus about the Z axisZY = plastic modulus about the Y axisZZ = plastic modulus about the Z axisFLTK = flange thicknessWBTK = web thicknessYD = total profile depthYC = positive Y direction distance from the Z axis to the extreme
fiber along the Y axis (half of the total profile depth)ZD = flange widthZC = positive Z direction distance from the Y axis to the extreme
fiber along the Z axis (half of the flange width)INTYD = web depth (clear depth of the web) This is the property d in
the BS 5950-12000 Specification (95) and GTSTRUDL Britishtables contain this value in the database Web depth (cleardepth of the web) is computed as cross-section depth minustwice the flange thickness and minus twice the connectioncurve radius between the web and the flange This property inother tables like AISC tables have slightly different definitionFor example INTYD in the AISC tables are defined as the totalprofile depth (YD) minus twice the flange thickness (FLTK)This property for welded section is defined as the total profiledepth (YD) minus twice the flange thickness (FLTK)
Properties Used by 00BS5950 GT STRUDL
Rev T 00BS59502 - 4 V2
BF2TF = this is the property taken from the table database The bT ratioof the flange computed as frac12 the flange width (property lsquoZDrsquo)divided by the flange thickness (property lsquoFLTKrsquo) If thisproperty is not available frac12 the flange width (property lsquoZDrsquo)divided by the flange thickness (property lsquoFLTKrsquo) is used
EY = distance from the centroid to the shear center parallel to the Yaxis
EZ = distance from the centroid to the shear center parallel to the Zaxis
H or CW = warping constantND = nominal depthX = torsional index (corresponds to x in BS 5950-12000) If not
specified the torsional index is computed based on the equationgiven in the Annex B23 of BS 5950-12000 (95)
U = buckling parameter (corresponds to u in BS 5950-12000) Ifnot specified the buckling parameter is computed based on theequation given in the Annex B23 of BS 5950-12000 (95)
WEIGHT = weight per unit lengthGRPNUM = 10SHAPE = a number that indicates the profile shape
= 10 I shapes= 12 H shapes
GT STRUDL Properties used by 00BS5950
V2 00BS59502 - 5 Rev T
Single Angles
For single angles the properties are defined with respect to the principleaxes the following properties are required
AX = cross-sectional areaAY = Y-shear area along the Y-principle axis AY is taken as a value
that will produce the maximum transverse shear from theequation FYAY where FY is the Y-shear force in the Y-principle axis direction In this case AY is taken as the term(IZtimesTHICKQZ) where QZ is the first moment of the areaabove the Z-principle axis about the Z-principle axis See SPTimoshenko and JM Gere Mechanics of Materials D VonNostrand New York 1972
AZ = Z-shear area along the Z-principle axis AZ is taken as a valuethat will produce the maximum transverse shear from theequation FZAZ where FZ is the Z-shear force in the Z-principle axis direction In this case AZ is taken as the term(IYtimesTHICKQY) where QY is the first moment of the areaabove the Y-principle axis about the Y-principle axis See SPTimoshenko and JM Gere Mechanics of Materials D VonNostrand New York 1972
IX = torsional moment of inertiaIY = moment of inertia about the Y axisIZ = moment of inertia about the Z axisRY = radius of gyration about the Y axisRZ = radius of gyration about the Z axisSY = positive direction section modulus about the Y axis (IYZC)SYS = negative direction section modulus about the Y axis (IY(ZD-
ZC)) (note if both legs are equal LEG1 = LEG2 then SY =SYS)
SZ = positive direction section modulus about the Z axis (IZYC)SZS = negative direction section modulus about the Z axis (IZ(YD-
YC))THICK = thickness of the single angleLEG1 = length of the longer leg
Properties Used by 00BS5950 GT STRUDL
Rev T 00BS59502 - 6 V2
LEG2 = length of the shorter legYD = depth parallel to the Y axis
= LEG2timescos (ALPHA)+THICKtimessin (ALPHA)YC = positive Y direction distance from the Z axis to the extreme
fiber along the Y axisZD = depth parallel to the principle Z axis
= LEG1timescos (ALPHA) + LEG2timessin (ALPHA)ZC = positive Z direction distance from the Y axis to the extreme
fiber along the Z axisALPHA = angle between the longer leg of the angle and the principle Z
axisEY = distance from the centroid to the shear center parallel to the
principle Y axisEZ = distance from the centroid to the shear center parallel to the
principle Z axisWEIGHT = weight per unit lengthGRPNUM = 10SHAPE = a number that indicates the profile shape
= 30 single angles
GT STRUDL Properties used by 00BS5950
V2 00BS59502 - 7 Rev T
Circular Hollow Sections (Pipes)
For circular hollow sections (pipes) the following properties are required
AX = cross-sectional areaAY = Y axis shear area computed as frac12 of AXAZ = Z axis shear area computed as frac12 of AXIX = torsional moment of inertiaIY = moment of inertia about the Y axisIZ = moment of inertia about the Z axisRY = radius of gyration about the Y axisRZ = radius of gyration about the Z axisSY = section modulus about the Y axisSZ = section modulus about the Z axisZY = plastic modulus about the Y axisZZ = plastic modulus about the Z axisOD = outside diameter of the circular hollow section (pipe)ID = inside diameter of the circular hollow section (pipe)THICK = thickness of the circular hollow section (pipe)YD = depth parallel to the Y axis (OD)YC = distance to the extreme fiber in the positive Y direction
(OD20)ZD = depth parallel to the Z axis (OD)ZC = distance to the extreme fiber in the positive Z direction
(OD20)ND = nominal depthGRPNUM = 10SHAPE = a number that indicates the profile shape
= 51 circular hollow section (pipe)
Properties Used by 00BS5950 GT STRUDL
Rev T 00BS59502 - 8 V2
This page intentionally left blank
GT STRUDL Parameters Used by 00BS5950
V2 00BS59503 - 1 Rev T
00BS59503 Parameters Used by 00BS5950
The parameters used by 00BS5950 code may be grouped into three generalcategories
1 System parameters2 Control parameters3 Code parameters
The system parameters are used to monitor the SELECT and CHECK commandresults Control parameters decide which provisions are to be checked and specifycomparison tolerances The third group referred to as code parameters are used to specifyinformation and coefficients directly referenced in the code With the notable exception ofCODETOL parameters of the second group are seldom used A knowledge of the systemand control parameters allows the user greater flexibility when using the 00BS5950 codeThe vast majority of parameters fall into the code category and have a direct bearing on00BS5950 code and the results it produces
For the categories described above the parameters used by 00BS5950 code arepresented below and are summarized in the Table 00BS59503-1 The system and controlparameters are discussed first followed by the code parameters
Parameters Used by 00BS5950 GT STRUDL
Rev T 00BS59503 - 2 V2
Table 00BS59503-1
Parameters in 00BS5950
Parameter Default Alternate Name Value Values
a 2540000 (mm) Real value in active unitsCODE Required 00BS5950CODETOL 00 Percent ToleranceDESTLDY YES NODESTLDZ YES NOEFLE 10 Real valueEFLEY 10 Real valueEFLEZ 10 Real valueFRLLT 10 Fraction of member lengthFRLY 10 Fraction of member lengthFRLZ 10 Fraction of member lengthFXMIN 22 (N) Real value in active unitsFYMIN 22 (N) Real value in active unitsFZMIN 22 (N) Real value in active unitsLE LY Real value in active unitsLLT Member Length Real value in active unitsLY Member Length Real value in active unitsLZ Member Length Real value in active unitsMETHOD EXACT BOTH SIMPLIFYmLT Computed Real valuemy Computed Real valueMYMIN 22600 (Nndashmm) Real value in active unitsmyz Computed Real value in active unitsmz Computed Real value in active unitsMZMIN 22600 (ndashmm) Real value in active unitsPF 10 Fraction of areaPRIDTA 10 20PrintLim NO YESPy Computed Real value in active unitsPyf Py Real value in active units