release guide volume 1...5.2.3 steel design by indian standard code is800 5.2.4 aci code 318-99...

GT STRUDL reg

Version 29

Release Guide

Volume 1 of 2

December 2006

Computer-Aided Structural Engineering Center School of Civil amp Environmental Engineering

Georgia Institute of Technology Atlanta Georgia 30332-0355

USA

Telephone (404) 894-2260 Fax (404) 894-8014

e-mail caseccegatechedu

- ii -

NOTICES

This GTSTRUDLreg Release Guide is applicable to Version 29 with a release date in theGTSTRUDL title block of December 2006

The GTSTRUDLreg computer program is proprietary to and a trade secret of the GeorgiaTech Research Corporation Atlanta Georgia USA

GTMenu and its documentation were developed as an enhancement to GTSTRUDLauthored by the Computer-Aided Structural Engineering Center Georgia Institute ofTechnology

DISCLAIMER

NEITHER GEORGIA TECH RESEARCH CORPORATION NOR GEORGIAINSTITUTE OF TECHNOLOGY MAKE ANY WARRANTY EXPRESSED ORIMPLIED AS TO THE DOCUMENTATION FUNCTION OR PERFORMANCE OFTHE PROGRAM DESCRIBED HEREIN AND THE USER OF THE PROGRAM ISEXPECTED TO MAKE THE FINAL EVALUATION AS TO THE USEFULNESS OFTHE PROGRAM IN THEIR OWN ENVIRONMENT

Commercial Software Rights Legend

Any use duplication or disclosure of this software by or for the US Government shallbe restricted 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 thecopyright license under the clause at DFARS 252227-7013 September 1989

copy Copyright 2006Georgia Tech Research Corporation

Atlanta Georgia 30332-0355USA

ALL RIGHTS RESERVED

S)))))))))))))))))QGTSTRUDLreg is a registered service mark of the Georgia Tech Research CorporationAtlanta Georgiacopy Windows XP Windows 2000 Windows NT Windows ME and Windows 98 areregistered trademarks of Microsoft Corporation Redmond Washingtoncopy Excel is a registered trademark of Microsoft Corporation Redmond Washington

- iii -

Table of Contents

NOTICES ii

DISCLAIMER ii

Commercial Software Rights Legend ii

CHAPTER 1

Introduction 1-1

CHAPTER 2

New Features in Version 29 2-1

21 Data Base Exchange (DBX) 2-1

22 Dynamics 2-1

23 Elastic Buckling 2-5

24 General 2-6

25 GTMenu 2-13

26 GTSTRUDL Output Window 2-33

27 Model Wizard 2-38

28 Nonlinear Analysis 2-38

29 Nonlinear Dynamic Analysis 2-39

210 Offshore 2-39

211 Reinforced Concrete Design 2-41

212 Rigid Bodies 2-41

213 Scope Editor 2-42

214 Static Analysis 2-45

215 Steel Design 2-46

216 Steel Tables 2-48

217 Utility Programs 2-48

- iv -

CHAPTER 3 ERROR CORRECTIONS

31 Dynamic Analysis 3-132 Finite Elements 3-233 General 3-234 GTMenu 3-335 Model Wizard 3-436 Nonlinear Analysis 3-437 Offshore 3-538 Reinforced Concrete Design 3-539 Static Analysis 3-5310 Steel Design 3-6

CHAPTER 4 KNOWN DEFICIENCIES

41 Finite Elements 4-142 General InputOutput 4-243 GTMenu 4-344 Rigid Bodies 4-445 Scope Environment 4-4

CHAPTER 5 PRERELEASE FEATURES

51 Introduction 51-152 Design Prerelease Features 52-1

521 LRFD3 Steel Design Code and Parameters 52-1522 GTSTRUDL BS5950 Steel Design Code and Parameters 52-31523 GTSTRUDL Indian Standard Design Code IS800 52-53524 ACI Code 318-99 52-71525 Rectangular and Circular Concrete Cross-Section Tables 51-75526 ASD9-E Code 52-77527 Design of Flat Plates Based on the Results of Finite

Element Analysis (The DESIGN SLAB Command) 52-9353 Analysis Prerelease Features 53-1

531 The CALCULATE ERROR ESTIMATE Command 53-1532 The Viscous Damper Element for Linear and Nonlinear

Dynamic Analysis 53-5

- v -

54 General Prerelease Features 54-1

541 ROTATE LOAD Command 54-1

542 COUTPUT Command 54-5

543 Reference Coordinate System Command 54-7

543-1 Printing Reference Coordinate System Command 54-10

544 Hashing Algorithm to Accelerate Input Processing 54-11

545 GTMenu Point and Line Incidences Commands 54-13

- vi -

This page intentionally left blank

GT STRUDL Introduction

1 - 1

Chapter 1

Introduction

Version 29 covers GTSTRUDL operating on PCrsquos under the Windows XP andWindows 2000 operating systems Chapter 2 presents the new features and enhancementswhich have been added since the Version 28 and Version 281 releases Chapter 3 providesyou with details regarding error corrections that have been made since the Version 28 andVersion 281 releases Chapter 4 describes known problems with Version 29 Chapter 5describes prerelease features -- new features which have been developed and subjected tolimited testing or features for which the user documentation have not been added to theGTSTRUDL User Reference Manual The command formats and functionality of theprerelease features may change before they become supported features based on additionaltesting and feedback from users

The Prerelease features are subdivided into Design Analysis and General categories Thefeatures in these categories and their sections numbers in Chapter 5 are shown below

52 Design Prerelease Features

521 LRFD3 Steel Design Code and Parameters

522 BS5950 Steel Design Code and Parameters

523 Steel Design by Indian Standard Code IS800

524 ACI Code 318-99

525 Rectangular and Circular Concrete Cross Section Tables

526 ASD9-E Code

527 Design of Flat Plates Based on the Results of Finite Element Analysis(The DESIGN SLAB Command)

53 Analysis Prerelease Features

531 Calculate Error Estimate Command

532 The Viscous Damper Element for Linear and Nonlinear DynamicAnalysis

Introduction GT STRUDL

1 - 2

54 General Prerelease Features

541 Rotate Load Command

542 Coutput Command

543 Reference Coordinate System Command

544 Hashing Algorithm to Accelerate Input Processing

545 GTMenu Point coordinates and Line Incidences Commands

We encourage you to experiment with these prerelease features and provide us withsuggestions to improve these features as well as other GTSTRUDL capabilities

Note that GTMenu is described in Volume 2 of the Version 29 Release Guide TheGTMenu Release Guide is available under Help in the GTSTRUDL Output Window (Help -Reference Documentation - GTMenu)

GT STRUDL New Features

2 - 1

Chapter 2

New Features in Version 29

This chapter provides you with details regarding new features and enhancements thathave been added to many of the functional areas of GTSTRUDL in Version 29 This releaseguide is also available online upon execution of GTSTRUDL under Help - ReferenceDocumentation -GT STRUDL Release Guide

21 Data Base Exchange (DBX)

1 A SUPPORTS ONLY option has been added the WRITE JOINT RESULTScommand If SUPPORTS ONLY is specified joints in the given list that have notbeen specified as supports will be ignored and not included in the generated file Thiswill make it easier to export results for foundation design The syntax of the revisedcommand is shown below

WRITE JOINT RESULTS ( SUPPORTS (ONLY) ) JOINTS list

This options is described in Volume 5 of the GTSTRUDL User Reference Manualon page Summary 2-4

22 Dynamics

1 A new eigenvalue analysis procedure designated as GTSELANCZOS has beenimplemented The GTSELANCZOS method includes numerous modifications tocomputer RAM virtual memory and hard drive management operations that haveresulted in eigenvalue analysis time-to-solve efficiency improvements for all modelsand in particular time-to-solve improvements of between 50 and 100 times formodels exceeding 30000 degrees of freedom The GTSELANCZOS method isspecified in the EIGENPROBLEM PARAMETERS as shown in the example below

EIGENPROBLEM PARAMETERSNUMBER OF MODES 15SOLVE USING GTSELANCZOSEND

New Features GT STRUDL

2 - 2

2 Variable support motion loads are now supported by transient physical analysis asperformed by the DYNAMIC ANALYSIS PHYSICAL and PERFORM PHYSICALANALYSIS commands You may now specify different time histories at differentjoints

The STORE TIME HISTORY command has been extended as follows in order toprovide for the specification and storage of VELOCITY and DISPLACEMENT timehistories in addition to ACCELERATION time histories

STORE TIME (HISTORY) (

FORCEACCELERATIONVELOCITY

DISPLACEMENT

TRANSLATION ROTATION

)

name (FACTOR s)

⎧

⎨⎪⎪

⎩⎪⎪

⎫

⎬⎪⎪

⎭⎪⎪

⎧⎨⎩

⎫⎬⎭

rarrminus

v1 t1 v2 t2 vn tn

A new category of loading has been implemented as part of the TRANSIENTLOADING command as follows

JOINTS

NODESlist

DISPLACEMENT

VELOCITY

ACCELERATION

TRANSLATION

ROTATION

X

Y

Z

file specs

function specs

(START (TIME) v )

where

file specs FILE filnam ([FACTOR] v )

function specsSINE

COSINE[AMPLITUDE] v [FREQUENCY] v ([PHASE] v )

5

1

2 3 4

⎧⎨⎩

⎫⎬⎭

⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪

⎧⎨⎩

⎫⎬⎭

⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

minus

=

=


2 - 3

This command is used to specify DISPLACEMENT VELOCITY andACCELERATION joint motion time history data for fully fixed degrees of freedomand is described in Section 2441 of Volume 3 of the GTSTRUDL ReferenceM a n u a l A n e x a m p l e o f t h e u s e o f t h e J O I N TDISPLACEMENTVELOCITYACCELERATION command in the TRANSIENTLOADING command follows

UNITS CYCLES

TRANSIENT LOADING 1

JOINT 1 DISPL TRANSL Y FILE DSIN30

JOINT 1 ACCEL TRANSL Y FUNCT SINE 100E0 -

FREQ 10 PHASE 025 START TIME 01

INTEGRATE FROM 00 TO 10 AT 001

END TRANSIENT LOADING

3 The external results file system for response spectrum and transient dynamicanalyses has been enhanced so that the amount of results data that can be stored andaccessed is now limited only by the amount of unused hard drive disk space Inprevious versions each class of results data was limited in size to two gigabytes

4 The PRINT DYNAMIC FILE command has been extended with the addition of anew NUMBER OF POINTS PER LINE option an example of which is shownbelow

PRINT DYNAMIC FILE lsquoMyRSFilersquo NUMBER OF POINTS PER LINE 1

The NUMBER OF POINTS PER LINE option provides for the specification of thenumber of data points to enter on each line of the resulting report that lists the datapoints contained in the specified response spectrum or time history data file thedefault being four The NUMBER OF POINTS PER LINE may be specified as 12 3 or 4 where for any value other than these the default value of 4 is assumed


2 - 4

An example of a response spectrum file report when NUMBER OF POINTS PERLINE 1 is specified as shown below

21 gt PRINT DYNAMIC FILE MyRSFile NUMBER OF POINTS PER LINE 1

PROBLEM DATA FROM INTERNAL STORAGE

JOB ID - NONE JOB TITLE - GTSTRUDL 29 ACTIVE UNITS - LENGTH WEIGHT ANGLE TEMPERATURE TIME FEET KIP CYC DEGF SEC

------------------------------------------------------------------------------

RESPONSE SPECTRA FILE HORIZONT TYPE SPECTRAL ACCEL (LIN) VS FREQUENCY (LIN) ------------------------------------------------------------------------------

DAMPING RESPONSE FREQUENCY RESPONSE FREQUENCY RESPONSE

70 0772800 010000 0869400 011100 0966000 012500 112700 014300 128800 016700 154560 020000 238280 030000 108514 060000 148120 19020 148120 10000

90 0386400 010000 0434700 011100 0483000 012500 0563500 014300 0644000 016700 0772800 020000 119140 030000 542570 060000 740600 19020 740600 10000

5 Response spectrum analysis now checks the frequencyperiod bounds of responsespectrum curves and issues a warning message if a structural frequency is found tolie outside the bounds of any of the response spectrum curves for the active responsespectrum loads


2 - 5

6 The volume of warning messages pertaining to missing results reported by theCREATE PSEUDO STATIC LOAD command has been greatly reduced

7 The Form Static Form UBC97 Static and Form IS1893 Static Load commands havebeen brought to release status These features were prerelease features in previousversions They are now documented in Section 2492 2493 and 2494respectively in Volume 3 of the GTSTRUDL Reference Manual

8 The List Response Spectrum Base and Story Shear capability has been brought torelease status This feature was a prerelease feature in previous versions and isdocumented in Section 2467 of Volume 3 of the GTSTRUDL Reference Manual

9 Another new eigenvalue analysis procedure designated as GTHCLANCZOS hasalso been implemented The GTHCLANCZOS method is a modified form of theGTLANCZOS method in which the Lanczos tridiagonalization of the stiffness anddynamic matrices is performed on matrix hypercolumn blocks consisting of acommand-specified number of matrix elements By default the number ofhypercolumn matrix elements is taken as 10000000 The GTHCLANCZOS methodis most useful when an eigenvalue analysis is to be performed on a model havinggreater than 60000 degrees of freedom (10000 six-degree-of-freedom joints) to befollowed later by a transient analysis andor a response spectrum analysis TheGTHCLANCZOS method is specified in the EIGENPROBLEM PARAMETERScommands (Note This feature was added to Version 281 and is included here sincenot all users have installed Version 281)

23 Elastic Buckling

1 Space truss members may now be used in an elastic buckling analysis Previouslyonly space frame members and plate elements were allowed

2 Space frame members may now have member releases including elastic connectionswhen performing a buckling analysis


2 - 6

24 General

1 The output for PRINT GROUP has been changed to include quotes (lsquo) around non-integer names and continuation symbols (-) for multi-line lists This makes it easyto copy-and-paste from the output into a new command

Old format

JOINT NAMES 99999 A1002 A1003 A1004 A1005 A1006 A1007 A1008 A1009 A1010

New format

JOINT NAMES 99999 A1002 A1003 A1004 A1005 A1006 A1007 - A1008 A1009 A1010

The revised PRINT GROUP Command is documented in Section 21223 ofVolume 1 of the GTSTRUDL Reference Manual

2 The EXISTING option for member-types which includes members finite elementsnonlinear springs cables rigid bodies and superelements has been improved to addthe optional subtype filter MEMBERS ELEMENTS NLS or CABLES ONLY Thiswill restrict the generated list to that subtype only which is helpful when the varioussubtypes are mixed in the naming scheme The syntax of the command is shownbelow

EXISTING

MEMBERS

ELEMENTS

NLS

CABLES

ONLY )

ACTIVE

INACTIVE

ACTIVE AND INACTIVE

(list2

)

(BUT list3

) (PLUS list4

)

( ( )

⎧

⎨⎪⎪

⎩⎪⎪

⎫

⎬⎪⎪

⎭⎪⎪

⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪

rarr

minus


2 - 7

An example of the usage of the command is shown below

PRINT MEM PROP MEMBERS EXISTING MEMBERS ONLY 1 TO 100

The list will contain all members in the range 1 to 100 but exclude any finiteelements nonlinear springs cables rigid bodies or superelements The use ofldquoONLYrdquo is optional

The modified EXISTING list option is described in Section 2122 of Volume 1 ofthe GTSTRUDL Reference Manual

3 The CALCULATE SOIL SPRINGS command now allows a joint to be released inthe direction of a nonlinear spring (COMPRESSION ONLY option) Previously awarning message would be generated and the CALCULATE SOIL SPRINGcommand would not be processed

4 The CALCULATE MEMBER ORIENTATION command has been added to allowyou to automatically generate a BETA angle by specifying the orientation of amembers local XY or XZ plane The syntax of the command is shown below

where

v1 v2 v3 are the global X Y and Z coordinates of the orientation vector Anyvalue not given is assumed to be 00

list is a list of members to be oriented based on the given vector Finiteelements cables nonlinear springs or superelements included in thelist will be excluded without a warning message

AXIS Specify whether the orientation vector locates the local XY plane orthe local XZ plane When AXIS is not specified Y is assumed

YZ

X Y Z

CALCULATE MEMBER ORIENTATION (AXIS )

(FROM) (VECTOR) [ ] v [ ] v [ ] v MEMBER list1 2 3

rarrminus


2 - 8

The CALCULATE MEMBER ORIENTATION command is used to calculate aBETA angle for a list of members The calculated BETA angle will rotate themember so that the orientation vector will lie in the memberrsquos local XY or XZ planedepending on which axis was specified

The CALCULATE MEMBER ORIENTATION command is documented in Section21105 of Volume 1 of the GTSTRUDL Reference Manual

5 The GENERATE LOAD command in the MOVING LOAD GENERATOR has threenew options and the format of the output has been changed The revisedGENERATE LOAD command is shown below

where the new options are

MOMENT ARM

The MOMENT ARM option allows you specify a torsional moment (moment X) tobe applied along with the concentrated load to account for moving loads that areapplied eccentric to the centerline of the member v2 is the length of the momentarm in the current length units The value of the applied torsional moment is equalto FYv1v2 where FY is the concentrated force v1 is the scale factor and v2 isspecified moment arm length MOMENT ARM does not apply to LANE LOADS

GENERATE (LOAD)

X

Y

Z

([SCALE] v1) (MOMENT (X) (ARM) v2rarr minus

⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪

)

( (INITIAL)i1 a1

)PRINT ON

PRINT OFF

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

rarrminus

( CREATE (GROUP) i2a2 ( title ) )

⎧⎨⎪

⎩⎪

⎫⎬⎪

⎭⎪


2 - 9

INITIAL a1

The INITIAL option now accepts alpha names You may specify a prefix only(ML) or a prefix and a starting integer (ML101) If the specified sequence ofloading names is not honored due to a conflict with a pre-existing load name amessage will be printed This warning message will also be printed if an integersequence is interrupted

CREATE GROUP

The CREATE GROUP option will create a group from the generated loads This isuseful for including the moving loads in a CREATE AUTOMATIC LOADCOMBINATIONS command The group name may be either integer or alpha-numeric A group title is optional and if specified is limited to 64 characters

The Output from the command has also been changed If PRINT ON is specified(the default) the printed output is now fully compatible with the LOADINGcommand This allows you to copy the output edit and then use the changed outputas loading commands in a subsequent GTSTRUDL job

The MOVING LOAD GENERATOR is documented in Section 211135 ofVolume 1 of the GTSTRUDL Reference Manual

6 When the PRINT MEMBER PROPERTIES command is specified for members withPipe cross-sections from the Table database the OD ID and TH-PIPE of the pipecross-section are now printed as shown below

OD = outside diameter

ID = inside diameter

TH-PIPE = thickness

45 gt PRINT MEMBER PROPERTIES1 PROBLEM DATA FROM INTERNAL STORAGE

JOB ID - FR322 JOB TITLE - Ex1 Check PRINT MEMBER PROPERTIES for Pipe cross-section from T

ACTIVE UNITS - LENGTH WEIGHT ANGLE TEMPERATURE TIME INCH KIP RAD DEGF SEC

MEMBER PROPERTIES-------------------------------------------------------------------------------------------------------- MEMBERSEG TYPE AX AY AZ IX IY IZ SY SZ YD ZD YC ZC EY EZ ID OD TH-PIPE SC


2 - 10

f f f fmin a by2

bz2= minus +

f f f fmax a by2

bz2= + +

1 TABLE RoundHSS 12100 6082 6082 208000 104000 104000 23800 23800 HSS8750x0500 8750 8750 4375 4375 0000 0000 7820 8750 0465 0000




5 TABLE WSHAPES9 13200 4040 6168 1310 50000 350000 12400 58100 W12x45 12060 8045 6030 4022 0000 0000 6 TABLE WSHAPES9 13200 4040 6168 1310 50000 350000 12400 58100 W12x45 12060 8045 6030 4022 0000 0000 7 TABLE RoundHSS 8060 4033 4033 245000 122000 122000 21800 21800 HSS11250x0250 11250 11250 5625 5625 0000 0000 10784 11250 0233 0000


END OF DATA FROM INTERNAL STORAGE

7 The LIST SECTION STRESS command has been modified to print the maximumand minimum combined normal stresses based on the square root of sum of thesquares computation for the pipe and solid round bar cross-sections as shown below

8 Section stresses now can be output for unsymmetrical cross-sections When theUNSYMMETRIC option of the LIST SECTION command is specified the sectionstresses are computed and printed for the positive and negative axes sides of thecross-section See Section 21146 of Volume 1 of the GTSTRUDL Referencemanual for further information

9 A new REFORM command option has been added to the FROM LOAD commandto recreate the form loads based on the original specifications given by the user Thisoption is very useful when a self weight loading (ie load specified by the SELFWEIGHT command) is used in the FORM LOAD command or an independentloading included in the FORM LOAD command has been changed The new FORMLOAD REFORM command will recreate the form load using the original


2 - 11

specifications When FORM LOAD commands have been specified the userspecified loads and the load factors are now stored in the database When the FORMLOAD REFORM command is specified the active form loads are then recreatedbased on the userrsquos original specs The new REFORM option also has been addedto the STIFFNESS ANALYSIS and NONLINEAR ANALYSIS commands Thenew REFORM command structure is documented in the following sections

1 FORM LOAD REFORM command Section 2111321 of Volume 1

2 STIFFNESS ANALYSIS REFORM command Section 21132 of Volume 1

3 NONLINEAR ANALYSIS REFORM command Section 2543 of Volume 3

The advantages of the new REFORM option are as follows

A When a self weight which has been specified by the SELF WEIGHT commandor when an independent load used in the FORM LOAD command had beenmodified the REFORM option can be used to recreate the form load againPreviously you had to delete the form loads and respecify the form loads again

B FORM LOADs can be graphically viewed on the structure in the GTMenu attheir combined and factored state while LOAD COMBINATIONS cannot beviewed graphically

C PRINT LOAD DATA shows the combined and factored state of the FORMLOAD commands and also shows the user specified loads and the load factorsused to create the form loads

D Since NONLINEAR ANALYSIS requires a FORM LOAD command usingnonlinear analysis for steel design is now much easer

E The new REFORM option gives the FORM LOAD command the power of beinga load combination and an independent load at a same time

10 A new CONVERT LOAD COMBINATIONS TO FORM LOADS command hasbeen implemented to change user specified load combinations to form loads Thisis often desired when a user intends to perform a nonlinear analysis or would like toview the combined factored load state graphically This command also has an optionto allow FORM LOADS to be converted to LOAD COMBINATIONS Thiscommand has been documented in the Section 2111322 of Volume 1 of theGTSTRUDL Reference manual


2 - 12

11 The LIST SUM FORCES command has been brought to release status Thiscommand is used to perform a computation of resultant forces along a cut defined byjoints which may contain members and elements The LIST SUM FORCEScommand is documented in Section 2374 of Volume 3 of the GTSTRUDLReference manual

12 The RUN command has been brought to release status and is now documented inSection 211217 of Volume 1 of the GTSTRUDL Reference manual In additionthe HIDE option has been added allowing you to prevent the appearance of the blackWindows command window when batch (bat or cmd) or console programs are run

13 The ALIGN command has been brought to release status and is now documented inSection 211216 of Volume 1 of the GTSTRUDL Reference manual Thiscommand is useful for aligning members which are almost vertical so that theyconform to the ldquoSpecial Caserdquo of the Beta angle

14 The DELETE JOINTS WITHOUT JOINT COORDINATES command has beenbrought to release status and is documented in Section 2137 of Volume 1 of theGTSTRUDL Reference manual

15 AREA LOAD error checking for illegal member configurations has been improvedAn illegal member configuration is one where the areas to be loaded are not simplybounded For example X bracing should not be included in an AREA LOADrequest but declared INACTIVE before the AREA LOAD command In additionmore modeling errors including overlapping members (where some or all of twomembers centroidal axes are co-incident) are detected and reported (Note Thisfeature was added to Version 281 and is included here since not all users haveinstalled Version 281)


2 - 13

25 GTMenu

1 The fonts color and button sizes used in GTMenu have been changed to be moreconsistent with those used in the main GTStrudl Output Window An example of therevised GTMenu Desktop is shown below

2 The Button Bar has been revised to include new Display Load Display Model andAnnotate Model buttons in order to make these features more accessible Anexample of the new Button Bar is shown below


2 - 14

The new Display Load and Display Model buttons will bring up the Display Loadand Display Model dialogs which were available in previous versions only byselecting Display on the Menu Bar and then selecting either Loads or Model fromthe pulldown

The addition of these new buttons to the Button Bar makes these highly used featuresmore accessible The new Annotate Model button will bring up the dialog to labeldimensions and coordinates and joint element and member names as well asplacing comments in the Graphical Display Area In previous versions this featurewas available only by selecting the Label button and then selecting DimensionsCoordinates etc from the pulldown

The Label Settings button will bring up the revised Label Settings dialog shownbelow


2 - 15

This dialog has new options which allow you to ldquoLabel Structural Attributesrdquo asshown below

If the Support Status on Screen Independent Active Load or Member Release boxesare checked that information will be displayed in the Graphical Display Areapermanently That is each time the Graphical Display area is redrawn informationindicated by the check boxes shown above will also be displayed in the GraphicsWindow You may also have the support legend information displayed in a List BoxThis feature is particularly useful when you have a large number of different supportconditions such as you might have when you have an elastic foundation

3 The revised Display Model dialog now allows you to display additional modelinformation In particular you may now have member lengths KY and KZ factorsand the effective lengths LY and LZ displayed in the Graphical Display Area Therevised Display Model dialog is shown below


2 - 16

An example of a structure with the lengths and KZ values labeled is shown below

In the above figure the member lengths as well as the member section names and themember numbers are labeled and rotated so that they are aligned with the membersMember releases are also rotated so they are aligned with the member This featurewas requested by a number of our users at the June 2006 GTSTRUDL Users Groupmeeting


2 - 17

4 The Edit pulldown from the Menu Bar now includes options which will allow youto Move or Extrude all or portions of a model The revised Edit pulldown is shownbelow

5 The new Move Model option allows you to move the model based on the distancebetween two joints or by incrementing the coordinates The Move Model dialog isshown below


2 - 18

6 Another new option has been added to the Edit pulldown which will allow you toextrude a model You may extrude a planar truss or frame model to create additionalplanes and you may have members connecting the various planes You may alsoextrude one dimensional members into 2D finite elements This option is usefulwhen you want to extrude a member in a floor plane vertically but you want to haveit model a shearwall in a building The third option allows you to extrude a 2D finiteelement mesh into a mesh of 3D solids You may specify uniform or variablespacing when extruding a model using any of these options

An example of the new Extrude Model dialog is shown below


2 - 19

An example illustrating the use of the Extrude Selected Joints to ConnectingMembers option is shown below

A two dimensional frame is shown above The model was extruded by selecting allof the joints except the joints on the bottom of the frame The result after extrusionis shown below


2 - 20

An example illustrating the use of the Extruding 2D finite elements to 3D (solid)finite elements is shown

The two dimensional finite element model is shown above The model produced byextruding the above model to a model containing three dimensional solid finiteelements is shown below


2 - 21

7 The Copy Model option under the Edit pulldown now has an option which will allowyou to create a Mirror Image of all or a portion of your model The revised CopyModel dialog and the Specify Mirror Plane dialogs are shown below

The Maintain incidence order check box in the Specify Mirror Plane dialog abovewill maintain the same incidence order for the newly created elements as the originalelements so all elements will have the same incidence order


2 - 22

An example of a two dimensional finite element model before and after using thenew Mirror Image option is shown below


2 - 23

8 The efficiency of rotating large finite element models using the cursor has beengreatly improved Now only the boundary lines are drawn as the structure isrotating The wire frame of the model is drawn when the cursor is released Anexample showing a solid model and the boundary outline which appears when themodel is rotated are shown below


2 - 24

9 The following information is now written to the Windows Registry Thisinformation will now be retained between executions of GTSTRUDL and you willnot need to respecify the information

Display Label Settings - display and labeling of points curves jointsmembersetc

Default Settings - color font and display options

Color Map

Redraw Solid options

Set Arrow Key increments

10 An option to reset all of the above items to their original settings except for theDisplay Label Settings has been added to the Set Display Options (Options - DefaultSettings - Display Options) dialog as shown below


2 - 25

11 Punching Shear results are now available for display under the Results pulldown asshown below

The new Punching Shear dialog is shown below


2 - 26

12 A check box has been added to the Results - Diagrams and Envelopes dialog whichwill allow you to automatically label the maximum and minimum values on diagramsand envelopes This feature will minimize the time required by users to label thesevalues and their locations The modified Member Forces dialog is shown below withthe box checked to ldquoLabel Max and Minrdquo

An example of a structure with the maximum and minimum values automaticallylabeled is shown on the following page


2 - 27


2 - 28

13 The Redraw Solid function in GTMenu will now draw members with variableproperties and use the length of the segments to draw the members with variableproperties This feature is particularly useful in offshore structures where memberswith variable diameter pipes are often used An example of an offshore structurewith variable properties is shown below

14 Redraw Solid will now draw I-GIRDER and PLATE GIRDER prismatic andvariable member cross sections which were specified in the Member Propertiescommand

15 For models which contain 3D solid finite elements Redraw Solid will now draw thesolid display much faster as only the exterior faces of the solid will be drawn Thiswill also improve the efficiency of the Scope Editor and Printing of the display fromRedraw Solid as a fewer number of faces must be printed or brought into the ScopeEditor The time to produce contouring results has also been greatly reduced formodels which contain 3D solid finite elements

16 The boundaries of a finite element are now also highlighted when it is selected witha right click of the mouse Previously only an ldquoxrdquo would be drawn at the centroidof the element


2 - 29

17 A joint member or element may now be ldquodeselectedrdquo by selecting it again in ldquoHitrdquomode When an item is initially selected a red ldquoxrdquo is drawn Now when the itemis selected again (deselected) the red ldquoxrdquo is replaced with an ldquoxrdquo drawn in the samecolor as the Global Coordinate Axes

18 The Moving Load dialog has been modified to make the Diagram option visiblewhen the dialog is opened

19 The Graphics Window is now active upon entering GTMenu This enables the userto use the HotKeys immediately without requiring a mouse click in the GraphicsWindow to activate it

20 Additional cylindrical coordinate systems are now available in GTMenu Previouslyonly a cylindrical coordinate system about the Y axis was available NowldquoCylindrical Xrdquo and ldquoCylindrical Zrdquo coordinate systems are available under theCoordinate System pulldown from the Menu Bar as shown below

21 A joint may now be used to specify the location of a plane parallel to a global planewhen selecting a domain Previously the user could enter only a coordinate valueto specify this location The revised Global Plane dialog is shown below


2 - 30

22 The model is no longer redrawn when selecting a filename or when entering theView menu

23 The ldquoirdquo hotkey now produces an isometric display

24 When creating a joint at a line intersection when the endpoints of the line are pointsthe user is now prompted to enter ldquoPointsrdquo

25 A right click in the Graphics Window now lists up to 20 duplicates (joints memberselements) which exist at the same location in the Inquire Output window

26 When splitting a member using the Variable option the cursor is now automaticallypositioned in the Number of Members input box

27 When labeling reactions using the ldquoAllrdquo mode the labeling is now confined to jointsin the current window

28 The output of large numbers will automatically be converted to an exponentialformat rather than trying to use a fixed format which may result in an overflow

29 The box indicating the currently active independent load on the Button Bar now hasthe title ldquoIndependent Loadrdquo

30 When creating three-dimensional solid elements the text input box for an elementrsquosthickness is now omitted

31 The structure is now immediately redrawn when the Z-up checkbox is selected in theView dialog

32 The screen layout has been adjusted to accommodate widescreen displays

33 Abbreviations have been eliminated in the output from the Check Model dialog


2 - 31

34 The Check Model output now includes a summary of information such as themaximum and minimum element aspect ratios and the maximum and minimummember volumes as well as the element or members associated with the maximumand minimum values An example of the Member Volume Ratio summary outputis shown below

35 The current active units are now output at the top of the output from Check Modelas also shown in the above figure

36 A right mouse click will now interrupt output from Check Model after outputting upto 500 lines of output This is particularly useful if the user selected output ofinformation such as the member volume or element aspect ratios for large modelswithout realizing the amount of output that could result Also clicking on the Cancelbutton will also interrupt the Check Model output

37 The number of members or elements now appears in the prompts when a user hasrequested the member volume or slenderness ratios or the element aspect ratios to beoutput from the Check Model dialog


2 - 32

38 Large numbers are now automatically output in an exponential format whenperforming a Check Model These large numbers often occur when the structuralweight or load summation information was output

39 When members with variable properties are selected by right clicking in the GraphicsWindow the Inquire Output window now shows the Property Groups and segmentlengths for each segment of the variable member as shown below

40 Member loads may now be input and displayed in the currently active coordinatesystem

41 If a Local member load is displayed as Global components and then one of the globalcomponents is edited the complete local member load is reformed when the load issubsequently stored

42 The default increments for Zoom and Pan have been changed to 002 and the defaultincrement for Rotate has been changed to 20

43 Steel Parameter information has been compressed when using Generate Input File

44 Information related to loads created using a Form Load command is now stored inGTMenu and retained when entering or exiting GTMenu A GTMenu GeneratedInput File now contains Form Load commands

45 When editing IDrsquos of joints members or elements the tab or arrow keys may nowbe used to move the cursor between names in the ID list


2 - 33

26 GT STRUDL Output Window

1 A new option has been added to the File menu - Launch Windows Explorer

This pick will open a new Windows Explorer starting in your Working DirectoryThis allows you to browse your computer to find or move files easily

2 The File - Save menu selection has been expanded as shown below

Three new options have been added to the above pulldown

Text Input File

This option is the same as the ldquoCreate a NEW text input filerdquo in the File menu andhas been added here for user convenience An input file based on the currentGTSTRUDL data base will be created Note that this input file is not a copy of theinput file (if any) used to create the current data base and any comments that existedwill not appear in the new input file This input file is the same as if you were inGTMenu and selected the File - Generate GT STRUDL text input option


2 - 34

Text Input File plus Command History

An input file based on the current GTSTRUDL data base will be created and thecurrent Command History will be appended The Command History is commandsyou have typed or created using dialogs in the current GTSTRUDL session Thisoption is useful to easily add analysis and design commands you have createdRemember to review the created file before you use it in a subsequent GTSTRUDLsession

Text Input File plus Command History and Edit

This option is the same as above plus the created input file is opened in WindowsNotepad to review and edit

3 The Analysis pulldown has been modified and you can now launch the new staticanalysis equation solvers GTSES and GTHCS as shown below

More information on the GTSES and GTHCS equations solvers may be found inSection 214


2 - 35

4 The Analysis problems found option in the Analysis pulldown has also beenextended to include the GTSES solver when selecting ldquoInstabilities found ldquo in thepulldown shown below

5 The Dynamic Analysis Eigenvalue dialog now has an option to use the newGTSELanczos eigensolver as shown below

Further information on the GTSELanczos eigensolver may be found in Section 22In addition the Nonlinear Dynamic Analysis dialog now has an option to ldquoUse theSparse Equation Solverrdquo


2 - 36

6 The Results datasheets now have an option which allows you to changes units in thedatasheets as noted below

7 Harmonic results versus frequency may now be displayed as shown in the followingdialogs and plot


2 - 37

8 The Steel Design Wizard has a new Advanced button which will display the variousoptions


2 - 38

27 Model Wizard

1 A lsquoTangentrdquo option has been added to the the Tank Wizard to allow for a smoothtransition from the circular to hemispherical portions of the tank as shown below

2 Compression Only and In-Plane springs have been added to the Rectangular TankWizard

28 Nonlinear Analysis

1 The new Commands DEFINE PLASTIC HINGE CROSS SECTION DELETEPLASTIC HINGE CROSS SECTION and PRINT PLASTIC HINGE CROSSSECTION have been implemented These new commands can be used to definegeneral customized plastic hinge cross section data structures that can be used todefine the fiber geometry and material properties for plastic hinges or plasticsegments at the start and end of members These new commands are described inSection 2522 of Volume 3 of the GTSTRUDL Reference Manual

2 A new BASE ISOLATION ELEMENT DATA command has been implemented forthe purpose of defining a new class of two-node global base isolation elementsincluding at this time a sliding friction bearing element where the slidingbearingsurface is flat and a friction pendulum element where the slidingbearing surface is


2 - 39

assumed to be concave and spherical The element supports both a constant frictionmodel and a variable friction model in which the instantaneous coefficient of frictionis a function of slider velocity and bearing pressure The base isolation elements areapplicable for both nonlinear static and dynamic analyses The BASE ISOLATIONELEMENT DATA command is described in Section 2533 of Volume 3 of theGTSTRUDL Reference Manual

29 Nonlinear Dynamic Analysis

1 Nonlinear dynamic analysis has been brought to a release status In previousversions of GTSTRUDL nonlinear dynamic analysis was a prerelease feature TheDYNAMIC ANALYSIS NONLINEAR command is described in Section 24102of Volume 3 of the GTSTRUDL Reference Manual

2 The GTSES option has been added to the DYNAMIC ANALYSIS NONLINEARcommand an example of which is shown below

DYNAMIC ANALYSIS NONLINEAR GTSES NEWMARK BETA 025

The GTSES options provides for the selection of an alternate equation solver thattakes maximum advantage of the sparsity of the the assembled stiffness mass anddamping matrices for the solution of the nonlinear equations of motion Comparedto the standard default equation solver larger models can be handled andsignificantly faster solution times can be realized

3 The nonlinear hysteretic spring element NLS4PH has been brought to release statusThis element was a prerelease feature in previous versions and is documented inSection 2532 in Volume 3 of the GTSTRUDL Reference Manual

210 Offshore

1 Several new parameters have been added to the FATIGUE MEMBER commandThe CHORD LENGTH FACTOR parameter provides for the specification of a chordlength factor The actual chord length that is used in the computation of SCF factorsfor a fatigue brace member is now computed by multiplying the length of the chordmember associated with the brace member by the specified CHORD LENGTHFACTOR The CHORD LENGTH FACTOR must be greater than 00 and is takenas 10 by default See Section 531 Volume 8 of the GTSTRUDL ReferenceManual for more information


2 - 40

The CHORD FIXITY parameter has been added to the FATIGUE MEMBERcommand The CHORD FIXITY parameter is used for the computation of SCFfactors according to the Efthymiou method The value of the CHORD FIXITYparameter may vary from 05 to 10 and is taken as 07 by default See Section 531of Volume 8 of the GTSTRUDL Reference Manual for more information

2 Offshore punching shear check results are now stored in the database There are nowthree ways to display or output the punching shear check results

A Display the Punching shear results in GTMenu as described in Section 25

B View the results using the datasheet under the SteelDesign pulldown in theGTSTRUDL Output Window

C Print the punching shear results with the LIST PUNCHING SHEAR CHECKRESULTS command (Section 211443 of Volume 1)

3 The FATIGUE MEMBER command has been enhanced to include an option to nowselect the Efthymiou equations to compute stress concentration factors for tubularjoints having T Y K and X classifications Only the Kuang andor Smedleyequations were available in Version 28 and previous versions This is described inSection 531 of Volume 8 of the GTSTRUDL Reference Manual (Note Thisfeature was added to Version 281 and is included here since not all users haveinstalled Version 281)

4 A new and more efficient command has been implemented for fatigue analysis Thenew PERFORM FATIGUE ANALYSIS command can now be used instead of theexisting COMPUTE FATIGUE LIFE command The abbreviated syntax of the newPERFORM FATIGUE ANALYSIS command is shown below

PERFORM FATIGUE (ANALYSIS)PSD

DISCRETE(BASE PERIOD v ) -b

⎧⎨⎩

⎫⎬⎭

(stress information) (deletions) (REPORT (SCF DIAGNOSTICS))

The complete syntax of the PERFORM FATIGUE ANALYSIS command may befound in Section 565 of Volume 8 of the GTSTRUDL Reference Manual


2 - 41

The PERFORM FATIGUE ANALYSIS command executes the fatigue lifecomputations on a joint-by-joint basis which dramatically improves the efficiencyof the fatigue analysis computations and increases the size of the fatigue analysis jobthat can be solved (number of fatigue wave loads and number of fatigue members)The PERFORM FATIGUE ANALYSIS command performs all fatigue analysiscomputations including automatic joint classification if requested computation offatigue stresses computation of transfer functions and computation of fatiguedamage and life The PERFORM FATIGUE ANALYSIS command should not beused in conjunction with the split fatigue analysis commands described in Section56 of Volume 8

The REPORT SCF DIAGNOSTICS option causes SCF equation diagnosticinformation and joint classification information to be reported during the fatigueanalysis computations If not given this report which can be quite lengthy issuppressed All other command options are identical to those of the COMPUTEFATIGUE LIFE command described in Section 553 Volume 8 (Note This featurewas added to Version 281 and is included here since not all users have installedVersion 281)

5 For the APILRFD1 code the reduction for FYLD has been removed as it is notneeded for LRFD (Note This feature was added to Version 281 and is includedhere since not all users have installed Version 281)

211 Reinforced Concrete Design

1 A new prerelease feature has been implemented which will design the slabreinforcing steel due to flexure along a cut in a finite element mesh composed ofplate bending or plate elements The DESIGN SLAB REINFORCEMENTcommand is documented in Section 527

212 Rigid Bodies

1 The TYPE RIGID command now includes a new GLOBAL option for the RIGIDPLANE PLATE and PIN joint constraints When this option is given the planarcoordinate systems for these rigid bodies coincides with the global coordinatesystem


2 - 42

The important implication of being able to use the GLOBAL option is that SLAVERELEASES and JOINT RELEASES (for master joints that are also supports andhave no other incident members and finite elements) are more easily specified withrespect to the global coordinate system The revised TYPE RIGID command isdescribed in Section 26521 of Volume 3 of the GTSTRUDL Reference Manual

213 Scope Editor

GTSTRUDL 29 includes a new version of the Scope Editor Version 40 You willsee the new version number in the title bar of the Scope Editor In addition a muchhigher resolution for drawing is now being used You will probably not see thehigher resolution on the screen unless you zoom in but printing is greatly improvedThis means that a version 40 Scope Editor document cannot be read with previousversions (32a and earlier) although earlier Scope Editor documents can be openedwith 40 Zooming has been improved so that the ldquozoomed tordquo area will remain inthe view

1 Improved Options

You can now set margins in the Options dialog using the General page (see below)This allows you to restrict the drawing area to be inside an applied templateMargins are specified in 001 inch (025 mm) increments The Options dialog maybe reached from the View - Options menu pick In addition an equivalent dialog isavailable in GTMenu from the File - Page Setup menu pick


2 - 43

2 Automatic ldquoDaterdquo ldquoTimerdquo and ldquoPromptrdquo fields in Templates

You can now add automatic date and time stamps and user supplied text data toScope Editor documents when you use a template When you create the ScopeEditor document to used as a template you can add text entries that will be replacedwith the requested data The new text uses the same font and rotation as the originalso you can determine the size color etc of the inserted text

DateCreate a text entry with the characters ldquoltltDaterdquo followed with an optional integer1-7 which correspond the Date tool discussed earlier When the template is appliedto a GTMenu file or new Scope Editor document ldquoltltDaterdquo will be replaced with thecurrent date and the font of the date text will match the font of the ldquoltltDaterdquo entrySee the Tools - Date menu pick for a description of the seven available date formats

TimeCreate a text entry with the characters ldquoltltTimerdquo followed with an optional ldquo12rdquoldquoAMrdquo or ldquoPMrdquo for a 12-hour time or ldquo24rdquo for a 24-hour time When the Templateis applied to a GTMenu file or new Scope Editor document ldquoltltTimerdquo will bereplaced with the current time and the font of the time text will match the font of theldquoltltTimerdquo entry

PromptCreate a text entry with the characters ldquoltltPromptrdquo followed with an optional lsquohintrsquofor the prompt When the template is applied to a GTMenu file or new Scope Editordocument ldquoltltPromptrdquo will be replaced with what you type into the Promptwindow For example the entry ldquoltltPrompt Title of documentrdquo would bring up thisdialog box each time you print from GTMenu whether it is the ldquoPrintrdquo button or theFile - Print Preview and Edit selection

ldquoCancelrdquo will cause the prompt entry to be ignored meaning nothing will be insertedinto the Scope Editor document


2 - 44

Examples

If these entries were in your template

They would appear in your document as this

3 Improved Paragraph Tool

The Paragraph tool now maintains the associated text as a single block of textwhereas in previous versions the Paragraph text was separated into individual linesof text This means you can now move change the font or edit the paragraph as ablock after it has been created


2 - 45

214 Static Analysis

1 The STIFFNESS ANALYSIS command has been extended as follows

The new option GTSES provides for the selection of a new significantly moreefficient equation solver The large majority of problems that can be solved by thedefault solver can be solved significantly faster by the GTSES solver and manylarge problems that could not be solved previously by the default solver now can besolved very efficiently by the GTSES solver To date the GTSES solver hasdemonstrated a 10 to 50 fold increase in speed for problem sizes up to 350000degrees of freedom

The revised STIFFNESS ANALYSIS command with the new GTSES option andother new options is documented in Volume 1 - Section 21132 of the GTSTRUDLReference Manual

2 The sparse matrix solver has also been extended to the PERFORM NUMERICALINSTABILITY ANALYSIS command using a syntax similar to that of theSTIFFNESS ANALYSIS command

PERFORM NUMERICAL INSTABILITY ANALYSIS GTSES

The revised PERFORM NUMERICAL INSTABILITY command is documented inVolume 1 - Section 211314 of the GTSTRUDL Reference Manual

3 The statistical output from the GTHCS equation solver has been improved to nowoutput information regarding the number of degrees of freedom the number of termsin the skyline and the number of hyper-columns (Note This feature was added toVersion 281 and is included here since not all users have installed Version 281)

NJP i

STIFFNESS (ANALYSIS) WITHOUT REDUCE (BAND)GTSES

⎧ ⎫⎪ ⎪⎨ ⎬⎪ ⎪⎩ ⎭


2 - 46

215 Steel Design

1 Three new parameters have been added to CAN97 code The new parameter namesare K U1Y and U1Z These parameter are applicable to the combined axial andbending equations of Clauses 1381(b) 1381(c) 1382(b) and 1382(c) The newparameters are described below

Table CAN97

CAN97 Code Parameters

Parameter Default Name Value Meaning

Combined Stresses

K 10 Effective length factor used in the computation of the Cr inthe Clauses 1381(b) and 1382(b)

U1Y Computed Factor to account for moment gradient and for second-ordereffect of axial force acting on the deformed member Thisparameter is applicable to the combined axial and Y axisbending The default value is computed according to theClause 1383 of the 1997 CISC Seventh Edition

U1Z Computed Factor to account for moment gradient and for second-ordereffect of axial force acting on the deformed member Thisparameter is applicable to the combined axial and Z axisbending The default value is computed according to theClause 1383 of the 1997 CISC Seventh Edition

2 A new parameter called lsquoClass3 has been added to BS5950 and 00BS5950 codesThis parameter allows the user to request that the code check or design to beperformed based on the class 3 classification A user specified value of lsquoYESrsquo forthis parameter indicates that when code check or design is performed for BS5950 or00BS5950 code equations based on the Class 3 classification should be used Thismeans when user specifies a value of lsquoYESrsquo for parameter lsquoClass3 BS5950 or00BS5950 code check will assume that the member is a class 3 cross-section Thedefault value for this parameter is lsquoNOrsquo This indicates that the program computesthe classification of the member based on the cross-section properties


2 - 47

3 Two new cross-sections have been added to the LRFD3 code The new cross-sections are Solid Round Bar and Solid Rectangular Bar cross-sections You maycode check or design based on axial and bending effect in these cross-sections TheLRFD3 code check parameters are discussed in the Table LRFD31-1 The LRFD3code is documented in Section 521 of this Release Guide as a prerelease feature

4 Parameter ALSTRINC has been added to the APIWSD20 and AISI89 codesALSTRINC is used to specify the 13 allowable stress increase for wind or seismicloads

5 Steel Deflection Check and Design has been brought to release status and isdocumented in Section 214 of Volume 2A of the GTSTRUDL Reference Manual

Three new parameters have been added to deflection check or design The newparameters set deflection limitations based on the load list The new parameters areldquoDefLimLordquo ldquoDefLimYLrdquo and ldquoDefLimZLrdquo These new parameters are similar tothe existing parameters ldquoDefLimitrdquo ldquoDefLim-Yrdquo and DefLim-Zrdquo except you cannow specify deflection limitations based on the load list rather than member listNote that parameters ldquoDefLimitrdquo ldquoDefLim-Yrdquo and DefLim-Zrdquo are for settingdeflection limitations based on the member list and the parameters ldquoDefLimLordquoldquoDefLimYLrdquo and ldquoDefLimZLrdquo are for setting deflection limitations based on theload list

6 A new warning message has been added to the LRFD codes (ie LRFD3 and LRFD2codes) to indicate that nonlinear analysis is required Load and resistance factordesign (LRFD) codes require nonlinear analysis to account for the second order (P))effects of the frame structures If linear static analysis (elastic analysis stiffnessanalysis) has been used a warning message is issued that nonlinear analysis isrequired for LRFD codes

7 Steel grades for pipe and tube cross-sections have been added to ASD9 and 78AISCcodes Steel grades are listed in the Table 21-3a in Volume 2A of the GTSTRUDLReference Manual

8 A new parameter called lsquoClass3 has been added to EC3 code This parameter allowsthe user to request that the code check or design to be performed based on the class3 classification A user specified value of lsquoYESrsquo for this parameter indicates thatwhen a code check or design is performed for EC3 code equations based on theClass 3 classification should be used When a value of lsquoYESrsquo has been specified forparameter lsquoClass3 EC3 code check will assume that the member is a class 3 cross-


2 - 48

section The default value for this parameter is lsquoNOrsquo This indicates that theprogram computes the classification of the member based on the cross-sectionproperties (Note This feature was added to Version 281 and is included here sincenot all users have installed Version 281)

9 The Summarize command for the critical section prints the summary results for thesection that has the highest actualallowable ratio When the KLr actualallowableratio is the highest ratio during a code check or design the Summarize command forthe critical section outputs that sectionrsquos summary results In general prismaticsections have the same KLr ratio for each loading and section Since the KLr valueis the same for all sections when the Summarize command is issued and the KLr isthe highest actualallowable ratio the summary results for the last loading and lastsection are printed In this version of GTSTRUDL the summarize output for thecritical section has been modified to also print the section with the highest stressvalue The section which has the highest stress value also has the highest KLr ratio(Note This feature was added to Version 281 and is included here since not all usershave installed Version 281)

216 Steel Tables

1 European channel (U) profiles from Table ldquoU-Stahlrdquo of the ldquoSTAHLBAU-PROFILES 21 neu bearbeitete und erweiterte Auflage uumlberarbeiteter Nachdruck1997 have been added to GTSTRUDL

217 Utility Programs

1 A new utility program npf2ssc has been added to convert Neutral Plot Files (NPF) intoScope Editor (SSC) files This allows users who generate NPFs with PLOT commandsor through GTSelos to use the Scope Editor to view and print their files

This utility program may be found at the following location after installing Version 29

ltinstallgtUtilitiesnpf2ssc

where ltinstallgt is CProgram FilesGTStrudl by default

Please see the Readme file in the above directory for more information about optionsfor npf2ssc

GT STRUDL Error Corrections

3 - 1

CHAPTER 3

ERROR CORRECTIONS

This chapter describes changes that have been made to GTSTRUDL to correct errors Theseerrors may have produced aborts incorrect results or restricted use of a feature in previous versionsof GTSTRUDL Please note that some error corrections listed below were previously corrected inVersion 281 and noted in the Version 281 Release Guide These error corrections are also notedhere since Version 281 was not installed by all users The error corrections are discussed by the primary feature areas of GTSTRUDL

31 Dynamic Analysis

1 The FORM MISSING MASS command now functions as documented and assumes adamping ratio if the word RATIO or PERCENT is omitted after DAMPING Previously anerror message would be output and a damping ratio of 00 would be assumed This correctionwas previously noted in the Version 281 Release Guide and is also noted here forcompleteness (GPRF 200503)

2 The INERTIA OF JOINTS FROM LOADS command will no longer abort if memberfiniteelement loads are present in any of the loading conditions specified in the command and anyof the membersfinite elements have undefined properties This correction was previouslynoted in the Version 281 Release Guide and is also noted here for completeness (GPRF200505)

3 The CREATE PSEUDO STATIC LOAD command will no longer compute a SSRS pseudostatic load for other than response spectrum modal combination types when two or moreresponse spectrum source loads are specified Incorrect member section forces no longer willbe computed for SSRS pseudo static loads computed from types of dynamic loads other thanresponse spectrum mode combinations (GPRF 200508)

4 Response spectrum mode combination stress and strain results for 2D3D finite elements arenow correct when the external file solver is used for the response spectrum analysis Thisproblem was corrected in Version 281 (GPRF 200613)

Error Corrections GT STRUDL

3 - 2

32 Finite Elements

1 Results will now be computed correctly when global temperature gradients are applied to theBPHQ BPHT SBHQ SBHQ6 SBHT and SBHT6 elements (GPRF 200604)

33 General

1 The FORM LOAD command will now copy member loads on the IPCABLE element to thenew loading condition Previously an error message would be output and member loads onthe IPCABLE element would not be copied to the new loading condition This correction waspreviously noted in the Version 281 Release Guide and is also noted here for completeness(GPRF 200506)

2 An abort will no longer occur if a model containing a self weight loading was saved undera version prior to Version 28 and then is subsequently restored in Version 28 and theSTIFFNESS ANALYSIS command is specified This correction was previously noted in theVersion 281 Release Guide and is also noted here for completeness (GPRF 200507)

3 Users have reported cases where they have encountered the Scan flag being On during an

analysis and after specifying SCAN OFF a subsequent analysis still reported that Scan wasOn This problem has been corrected This correction was previously noted in the Version281 Release Guide and is also noted here for completeness (No GPRF issued)

4 The LIST REACTIONS and LIST SUMMATION REACTIONS commands now producecorrect results when master joints of joint ties constraints are also support joints (GPRF200606)

5 Section force computation will no longer abort for pseudo static loads computed fromresponse spectrum and harmonic loads if the number of modes used to compute the responsespectrum andor harmonic analysis results is greater than the number of modes available atthe time the section force computation is attempted The conditions that cause this abort arenow detected and reported as invalid and inconsistent (GPRF 200607)

6 The specification of rigid bodies as members or finite elements in DELETIONS mode hasbeen made a valid method for deleting a rigid body and its corresponding constraint data Inprevious versions the specification of rigid bodies as members or finite elements inDELETIONS mode caused the deletion of the rigid body name and incidence data but notthe constraint data thus causing errors in subsequent analysis executions (GPRF 200611)


3 - 3

34 GTMenu(GPRFrsquos are not issued for GTMenu unless specifically noted below)

1 An input file is now generated correctly when an N-Point line follows a curve specification

2 A Moving Load Diagram animation no longer aborts when the animation is steppedbackwards

3 Contouring will no longer abort after the structure has been modified in GTMenu but beforeanother analysis request has been performed

4 A Beta angle may now be edited by selecting the member to be edited from the InquireOutput dialog Previously the user would enter a new Beta angle but it would not beaccepted

5 An error has been corrected in Redraw Solid for circular members such as pipes round barsand circular concrete members Previously part of the circular member would be omittedfrom the Redraw Solid display

6 Linear member load data in the input file created by GTMenu will no longer have asterisks() for the start (LA) and end (LB) of the linear member loads

7 GTMenu will now contour finite elements results including error estimates for models whichcontain a mixture of finite elements and nonlinear springs In previous versions ofGTSTRUDL contouring would stop when the first nonlinear spring or cable element wasencountered in the list of elements Now contouring will process the complete list ofelements and the nonlinear spring and cable elements will be ignored

8 Joints with springs in some directions and rigid restraints in other directions are no longerignored in the Check Model - Rigid Body Constraints check in GTMenu

9 Rotated releases are now considered correctly in the Check Model - Rigid Body Constraintscheck in GTMenu

10 In some instances triangular member loads would be translated into GTMenu incorrectly andthe resulting load display would indicate that the loads were not on the loaded member Thisoccurred in one instance where the member with the triangular load also had a membertemperature load added after the triangular load This problem has been corrected


3 - 4

11 The global coordinate axes are now drawn only once when entering GTMenu

12 The dialog indicating the current loads is now cleared so it will not contain a previous list ora duplicate of the current loads

13 Deleted joints are now ignored when Placing Members with the Split at Intersections optionis selected Previously erroneous members would be created and an abort could occur

14 The display of members with the same eccentricities has been corrected Previously theeccentricities could have been scaled incorrectly when several members had the sameeccentricities

15 Members with the same variable cross section properties but with different segment lengthsare now handled correctly Previously the properties including the segment lengths wereconsidered to be the same resulting in incorrect segment lengths being assigned to some ofthe members upon leaving GTMenu or when creating an input file in GTMenu

35 Model Wizard

1 The new Model Wizard discussed in the Version 28 Release Guide was inadvertently omittedfrom the Version 28 installation The Model Wizard in Version 29 includes the new featuresin Version 28 plus the additional features discussed in Chapter 2 of this Release Guide Thiscorrection was previously noted in the Version 281 Release Guide and is also noted here forcompleteness (No GPRF issued)

2 The cylindrical and rectangular tank options will now create correct element loads when theactive force unit is kilonewtons


1 Nonlinear analysis or pushover analysis will no longer abort if a calculated plastichingesegment strain exceeds the strain corresponding to the last stress-strain point of a user-specified stress-strain curve for that plastic hingesegment (GPRF 200608)

2 Computation of the section force components My and Mz for nonlinear geometric framemembers has been updated to include the higher order correction for cross section rotationfor the case when non-zero shear center eccentricities are defined for the member properties(GPRF 200610)

3 Cable prestress analysis no longer aborts and executes properly when the CHORD LENGTH


3 - 5

parameter is not specified in one or more DEFINE CABLE NETWORK commands and thenumber of nodes vary among the cable elements identified in the DEFINE CABLENETWORK commands (GPRF 200612)

37 Offshore

1 In Version 28 the simplified fatigue analysis for standard fatigue members aborted Thesimplified fatigue analysis should ignore such members and now does so in Version 29 Thiscorrection was previously noted in the Version 281 Release Guide and is also noted here forcompleteness (No GPRF issued)

2 The SELECT command will no longer abort when the APIWSD20 offshore design code isspecified This abort was due to an uninitialized variable and did not always occur inprevious versions This was corrected in Versions 28 and 281 but was omitted from therelease guides for these versions and is noted here for completeness (GPRF 200501)


1 When a GIRDER was PROPORTIONED the 2nd and subsequent analysis members in thegirder were possibly rotated 90 or 180 degrees for girders that lay parallel to a global axisThis problem has been corrected (GPRF 200601)

2 A SAVE will not work correctly when MEMBER PROPERTIES were specified using aTABLE section in a reinforced concrete job and the DETAIL command was used (GPRF 200602)

3 The output for the spiral reinforcement designed with the PROPORTION command iscorrect regardless of the active units (GPRF 200605)

39 Static Analysis

1 The GTHCS static analysis solver will now produce correct results for loadings whichcontain JOINT DISPLACEMENTS (GPRF 200603)


3 - 6

310 Steel Design

1 Automatic K-factor computations now correctly compute the K-factors when the parameterFRLY or FRLZ has been specified This correction was previously noted in the Version281 Release Guide and is also noted here for completeness (GPRF 200504)

2 The value shown for the section location from the List Code Check Results command andthe Code Check Datasheet for metric codes (ie EC3 BS5950 etc) is now the correctvalue (GPRF 200609)

GT STRUDL Known Deficiencies

4 - 1

CHAPTER 4

KNOWN DEFICIENCIES

This chapter describes known problems or deficiencies in Version 29 Thesedeficiencies have been evaluated and based on our experience they are seldom encounteredor there are workarounds The following sections describe the known problems ordeficiencies by functional area

41 Finite Elements

1 The ELEMENT LOAD command documentation indicates that header informationsuch as type and load specs are allowed If information is given in the header andan attempt is made to override the header information a message is output indicatingan invalid command or incorrect information is stored (GPRF 9006)

2 Incorrect results (displacements stresses reactions frequencies etc) will resultif a RIGIDITY MATRIX is used to specify the material properties for the IPSLIPSQ and TRANS3D elements (GPRF 9309)

3 The CALCULATE RESULTANT command may either abort or print out anerroneous error message for cuts that appear to be parallel to the Planar Y axis(GPRF 9421)

4 If a superelement is given the same name as a member or finite element an abort willoccur in the DEVELOP STATIC PROPERTIES command (GPRF 9508)

5 The curved elements TYPE lsquoSCURVrsquo and lsquoPCURVrsquo will produce incorrect resultsfor tangential member loads (FORCE X) An example of the loading commandwhich will produce this problem is shown below

LOADING 1MEMBER LOADS1 FORCE X UNIFORM W -10

where member (element) 1 is a lsquoSCURVrsquo or lsquoPCURVrsquo element(GPRF 9913)

Known Deficiencies GT STRUDL

4 - 2

42 General InputOutput

1 An infinite loop may occur if a GENERATE MEMBERS or GENERATEELEMENTS command is followed by a REPEAT command with an incorrectformat An example of an incorrect REPEAT command is shown below by theunderlined portion of the REPEAT Command

GENERATE 5 MEM ID 1 INC 1 FROM 1 INC 1 TO 2 INC 1REPEAT 2 TIMES ID 5 FROM 7 INC 1 TO 8 INC 1

Only the increment may be specified on the REPEAT command (GPRF 9322)

2 Rigid body elements can not be deleted or inactivated as conventional finiteelements The specification of rigid body elements as conventional finite elementsin the INACTIVE command or in DELETIONS mode will cause an abort in asubsequent stiffness nonlinear or dynamic analysis (GPRF 9721)

3 The path plus file name on a SAVE or RESTORE is limited to 256 characters If thelimitation is exceeded the path plus file name will be truncated to 256 characters This is a Windows limitation on the file name including the path (No GPRF issued)

4 Object groups created by the DEFINE OBJECT command may not be used in aGROUP LIST as part of a list If the OBJECT group is the last group in the listprocessing will be correct However if individual components follow the OBJECTgroup they will fail Also you can not copy members or joints from the OBJECTgroup into a new group

(GPRF 9926)

5 Numerical precision problems will occur if joint coordinate values are specified inthe JOINT COORDINATES command with more than a total of seven digitsSimilar precision problems will occur for joint coordinate data specified in automaticgeneration commands (GPRF 200016)

6 Internal member results will be incorrect under the following conditions

1 Dynamic analysis is performed (response spectra or time history)

2 Pseudo Static Loadings are created

3 Buckling Analysis is Performed

4 Internal member results are output or used in a subsequent steel design afterthe Buckling Analysis


4 - 3

In addition the eigenvalues and eigenvectors from the Dynamic Analysis areoverwritten by the eigenvalues and eigenvectors from the Buckling Analysis

We consider this problem to be very rare since we had never encountered a jobwhich contained both a Dynamic Analysis and a Buckling Analysis prior to this errorreport

WorkaroundExecute the Buckling Analysis in a separate run which does not contain adynamic analysis

Alternatively execute the Buckling Analysis before the Dynamic Analysisand output the Buckling results and then perform a Dynamic Analysis TheDynamic Analysis results will then overwrite the buckling multiplier andmode shape which is acceptable since the buckling results have been outputand are not used in any subsequent calculations in GTSTRUDL

(GPRF 200414)

43 GTMenu

1 Gravity loads and Self-Weight loads are generated incorrectly for the TRANS3Delement

Workaround Specify the self-weight using Body Forces under Element LoadsELEMENT LOADS command is described in Section 23541 ofVolume 3 of the GTSTRUDL Reference Manual

(GPRF 9518)

2 The Copy Model feature under Edit in the Menu Bar will generate an incorrectmodel if the model contains the TRANS3D element

Workaround Use the DEFINE OBJECT and COPY OBJECT commands inCommand Mode as described in Section 21671 and 21675 ofVolume 1 of the GTSTRUDL Reference Manual

(GPRF 9521)

4 The Load Summations option available under CHECK MODEL will produceincorrect load summations for line edge and body loads on all finite elements TheLoad Summations are also incorrect for projected loads on finite elements The load


4 - 4

summations for line and edge loadings should be divided by the thickness of theloaded elements The body force summations should be multiplied by the thicknessof the loaded elements

Workaround You can check the load summation by specifying the LIST SUMREACTIONS command after STIFFNESS ANALYSIS

(No GPRF issued)

5 Projected element loads will be displayed incorrectly when they are created or whenthey are displayed using Display Model 6 Loads

Workaround Verify that the loads are correct in the GTSTRUDL Output Windowusing the PRINT LOAD DATA command or by checking thereactions using LIST SUM REACTIONS

(No GPRF issued)

44 Rigid Bodies

1 Response spectrum analysis may abort if rigid bodies andor joint ties with slavereleases are present in the model (GPRF 9918)

2 Static and dynamic analyses will abort if member releases are specified for rigidbodies (GPRF 200502)

45 Scope Environment

1 OVERLAY DIAGRAM in the Plotter Environment produces diagrams that are muchsmaller relative to the plot size than the Scope environment does This is because thestructure plot is magnified to fill the Plotter graphics area but the height of thediagram is not increased As a work-around use the PLOT FORMAT SCALEcommand to decrease the scale factor which will increase the size of the diagramThe current value is printed with a Scope Environment OVERLAY DIAGRAMThe value printed with a Plotter Environment OVERLAY DIAGRAM is incorrectFor example if a Moment Z diagram is OVERLAYed with a scale factor of 1000on the Scope the command PLOT FORMAT SCALE MOMENT Z 50 would scalea reasonable OVERLAY DIAGRAM for the Plotter(GPRF 9619)

GT STRUDL Prerelease Features

51 - 1

CHAPTER 5

PRERELEASE FEATURES

51 Introduction

This chapter describes new features that have been added to GTSTRUDL but areclassified as prerelease features due to one or more of the following reasons

1 The feature has undergone only limited testing This limited testingproduced satisfactory results However more extensive testing is requiredbefore the feature will be included as a released feature and documented inthe GTSTRUDL User Reference Manual

2 The command formats may change in response to user feedback

3 The functionality of the feature may be enhanced in to response to userfeedback

The Prerelease features in Version 29 are subdivided into Design Analysis and Generalcategories The features in these categories are shown below





524 ACI Code 318-99


526 ASD9-E Code

527 Design of Flat Plates Based on the Results of Finite ElementAnalysis (The DESIGN SLAB Command)

Prerelease Features GT STRUDL

51 - 2



532 The Viscous Damper Element for Linear and NonlinearDynamic Analysis



542 Coutput Command



545 GTMenu Point Coordinates and Line Incidences Commands


GT STRUDL LRFD3 Steel Design Code and Parameters

52 - 1



LRFD3 CodeAmerican Institute of Steel Construction

Load and Resistance Factor DesignAISC LRFD Third Edition

LRFD312 LRFD3 Steel Design Code and Parameters

The LRFD3 code of GTSTRUDL may be used to select or check any of the followingshapes

Design for bi-axial bending and axial forcesI shapes Round BarsChannels Square BarsSingle Angles Rectangular BarsTees Plate GirdersDouble Angles

Design for bi-axial bending axial and torsional forcesRound HSS (Pipes)Rectangular and Square HSS (Structural Tubes)

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 primarily based on the AISC ldquoLoad and Resistance Factor DesignSpecification for Structural Steel Buildingsrdquo adopted December 27 1999 with errataincorporated as of September 4 2001 The Specification is contained in the Third Editionof the AISC Manual of Steel Construction Load and Resistance Factor Design (96) TheLRFD3 code utilizes the Load and Resistance Factor design techniques of the AISCSpecification

Second order elastic analysis using factored loads is required by the GTSTRUDLLRFD3 code Second order effects may be considered by using GTSTRUDL NonlinearAnalysis (Section 25 or Volume 3 of the User Reference Manual) GTSTRUDL LRFD3code check does not consider the technique discussed in Section C12 of AISC Manual ofSteel Construction Load amp Resistance Factor Design Third Edition for determination ofMu (B1 and B2 factors) in lieu of a second order analysis

Joan
LRFD3 Manual
Double click the red tag13 to view complete13 LRFD3 Manual 13

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 - LRFD3

Computer Aided Structural Engineering CenterSchool of Civil and Environmental Engineering

Georgia Institute of TechnologyAtlanta Georgia 30332-0355

Rev T ii V2


V2 iii Rev T

GTSTRUDL Users Manual Revision History

Revision No

DateReleased Description

T 2006

V2 iv Rev T


V2 v Rev T

NOTICES

GTSTRUDLreg User Reference Manual Volume 2 - LRFD3 Steel Design Codes RevisionT is applicable 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


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


V2 vii Rev T

Table of Contents

Chapter Page

NOTICES v

DISCLAIMER v

Commercial Software Rights Legend v

Table of Contents vii

LRFD31 GTSTRUDL Steel Design LRFD3 Code LRFD311 - 1LRFD311 Introduction LRFD311 - 1LRFD312 LRFD3 Steel Design Code and Parameters LRFD312 - 1

LRFD32 Properties used by LRFD3 LRFD32 - 1LRFD33 Parameters Used by LRFD3 LRFD33 - 1

Appendix A References A - 1Appendix B Use of GTTABLE B - 1Appendix C GTSTRUDL Tables of Steel Profiles C - 1

List of Figures

Figure LRFD31-1 Local Axes for Design with LRFD3 LRFD312 - 2Figure LRFD32-1 Local Axes for Design with LRFD3 LRFD32 - 2Figure LRFD33-1 Local Axis Buckling LRFD33 - 16Figure LRFD33-2 SIDESWAY Conditions LRFD33 - 20

List of Tables

Table LRFD31-1 LRFD3 Code Parameters LRFD312 - 9Table LRFD31-2 GTSTRUDL AISC Codes LRFD312 - 25Table LRFD31-3 GTSTRUDL Profile Tables for the Design based

on the LRFD3 Code LRFD312 - 27Table LRFD31-4 ASTM Steel Grades and Associated Values of Fy and Fu Based

on the 1999 AISC LRFD Third Edition LRFD312 - 29Table LRFD31-5 ASTM Steel Grades and Associated Values of Fy and Fu Based

on the 1999 AISC LRFD Third Edition LRFD312 - 30

V2 viii Rev T


GT STRUDL GTSTRUDL Steel Design LRFD3 Code

V2 LRFD311 - 1 Rev T

LRFD31 GTSTRUDL Steel Design LRFD3 Code

LRFD311 Introduction

The purpose of this volume is to discuss in detail the parameters and properties forthe GTSTRUDL steel design LRFD3 code This volume is only applicable to steel designLRFD3 code

GTSTRUDL Steel Design LRFD3 Code GT STRUDL

Rev T LRFD311 - 2 V2













LRFD3 Steel Design Code and Parameters GT STRUDL


Figure LRFD31-1 Local Axes for Design with LRFD3



Figure LRFD31-1 Local Axes for Design with LRFD3 (continued)



Figure LRFD31-1 Local Axes for Design with LRFD3 (Continued)



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 62-8 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 designed4 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

The sections of the AISC LRFD Third Edition specifications (96) which areconsidered by the GTSTRUDL LRFD3 code are summarized below

Section Title

Chapter D Tension membersSection B7 Limiting slenderness ratiosSection D1 Design tensile strength



Section Title

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 LrSection F12b Doubly symmetric shapes and channels with Lb gt LrSection 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

Appendix G Plate GirdersAppendix G1 LimitationsAppendix G2 Design flexural strengthAppendix G3 Design shear strengthAppendix G4 Transverse stiffenersAppendix G5 Flexure-shear



Section Title

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 StrengthSection 52 Design Shear StrengthSection 6 Torsion MembersSection 61 Design Torsional StrengthSection 7 Members Under Combined ForcesSection 71 Design for Combined Flexure and Axial Force



Section Title

Section 72 Design for Combined Torsion Shear Flexure andor AxialForce

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 codeTable LRFD31-1 contains the applicableparameter names their default values and a briefdescription of the parameters

2 Section LRFD32 Describes the cross-section properties used foreach shape

3 Section LRFD33 Contains detailed discussion of the parametersused by the LRFD3 code and they are presentedin the alphabetic order in this section

GT STRUDL LRFD3 Code Parameters


Table LRFD31-1LRFD3 Code Parameters


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


Table LRFD31-1 (continued)

LRFD3 Code Parameters


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 flangeROLLED = rolled shape Compressive residual stress is

equal to 10 ksi WELDED = welded shape Compressive residual stress

is 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






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 amember subjected to axial compression When no value isspecified for this parameter the value of 200 is used for themaximum slenderness ratio

SLENTEN 300 Maximum permissible slenderness ratio (Lr) for a membersubjected to axial tension When no value is specified forthis parameter 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 factorsKY = compute KY onlyKZ = compute KZ onlyNO = use default or specified values for KY and

KZ

K-factor Leaning Columns Concept has not been implemented for the automatic K-factor Computation






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 beprinted after the code check or select command output Thecolumn names attached to the start and end of the codechecked member is also printed This printed informationallows the user to inspect the automatic detection of thecolumns attached to the start and end of the designedmember A value of lsquoNOrsquo indicates that K-factor values andthe names of the attached columns to the start and end of thedesigned member should not be printed

SDSWAYY YES Indicates the presence or absence of sidesway about thelocal Y axis YES = sidesway permittedNO = sidesway prevented








SDSWAYZ YES Indicates the presence or absence of sidesway about the localZ axis YES = sidesway permittedNO = 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 automaticallyNO = member or physical member is not cantileverYES = 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 Computed G-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 theUser Reference Manual)

GBY Computed G-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 theUser Reference Manual)

GBZ Computed G-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 theUser Reference Manual)






Buckling Length

LY Computed Unbraced length for buckling about the local Y axis of theprofile The default is computed as the length of the mem-ber

LZ Computed Unbraced length for buckling about the local Z axis of theprofile The default is computed as the length of the mem-ber

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






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






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

equal to zero A value of NO indicates that the tipping effectdoes not happen and the warping buckling factor iscomputed based on the Equation F1-9 of the AISC LRFDThird 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 (bendingabout the 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






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 Thedefault value of zero indicates that the angles are connectedat the ends only Following are additional options that youcan specify for this parameter0 = angles are connected at the ends of the memberndash1 = requesting the number of connectors to be computed

during code checkndash2 = bypass modified column slenderness equations

This 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 WELDEDSNUG = intermediate connectors that are snug-tight

boltedWELDED = intermediate connectors that are welded or

fully 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 thedistance between connectors a = L(n+1) where lsquoarsquo is thedistance between connectors lsquoLrsquo is the physical memberlength and lsquonrsquo is the number of connectors The default iscomputed as the length of the member







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 theY direction 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 axisdirection of a member This parameter is used to check theZ direction 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






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 162-8of AISC LRFD Third Edition (96) This parameter is similarto the variable lsquoarsquo in the Equation 52-2 of the AISC LRFDHSS specification in the Section 162 of the LRFD ThirdEdition The default is computed as the length of the mem-ber

Rectangular Hollow Structural Section (HSS) Parameters

Cby Computed Coefficient used in computing limiting compressive bendingstrength (AISC LRFD Third Edition Section F12aEquation F1-3) 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 materialIf not specified it is assumed equal to the parameter Fy






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 toAppendix F23 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 assumedThe value of factor D (parameter lsquoDstiffrsquo) in the Equation A-G4-1 is dependent on the type of transverse stiffeners usedin a plate girder Alternate values are as follows10 = for stiffeners in pairs This is the default value

when the specified value for the parameterlsquoNumBarsrsquo is greater than 1

18 = for single angle stiffeners24 = for single plate stiffeners This is the default

value when the specified value for the parameterlsquoNumBarsrsquo is equal to 1







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-sectionrsquos height Parameters lsquoStiff-Hrsquo lsquoStiff-Wrsquo andlsquoNumBarsrsquo are used for the automatic computation of theparameters lsquoAstrsquo and lsquoIstrsquo The automatic computation of theparameters lsquoAstrsquo and lsquoIstrsquo is based on the rectangular barstiffeners geometry If transverse stiffeners are notrectangular bar parameters lsquoAstrsquo and lsquoIstrsquo should bespecified

Stiff-W 00 Parameter to specify the single plate stiffeners cross-sectionrsquos width See parameter lsquoStiff-Hrsquo for moreinformation

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






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 thesection force values A value of lsquoYESrsquo for this parameterindicates that the section limiting values should be printedinstead of default section forces






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 anexplanation1 = never2 = on failure3 = all checks4 = controlling ActualAllowable values and section

forces

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 explanation1 = no output2 = output parameters3 = output properties4 = output parameters and properties






Table LRFD31-2GTSTRUDL 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



Table LRFD31-2 (continued)GTSTRUDL AISC Codes



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






Table LRFD31-3GTSTRUDL 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



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

Designation

Group Number Per ASTM A6Fy Minimum Yield Stress (ksi)

Fu Minimum Tensile Strength (ksi)

Group 1 Group 2 Group 3 Group 4 Group 5

A36 3658

3658

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





Applicable Shapes W M S HP L 2L C MC WT MT and ST shapes from AISC Tables

Steel GradeASTM

Designation




A992a 5065

5065

5065

5065

5065

A242 5070

5070

46b

67b42a

63a42a

63a

A588 5070

5070

5070

5070

5070

a Applicable to W shapes onlyb Applicable to W and HP shapes onlyNA Indicates that shapes in the corresponding group are not produced for that grade of steel

GTSTRUDL 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



Table LRFD31-5


Applicable Shapes Round HSS Steel Pipe and Rectangular HSS

Steel GradeASTM

Designation

Applicable Shape SeriesFy Minimum Yield Stress (ksi)


Round HSS Steel Pipe Rectangular HSS

A53-GB NA 3560

NA

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 Properties Used by LRFD3

V2 LRFD32 - 1 Rev T

LRFD32 Properties Used by LRFD3

This section describes the profile properties used by the LRFD3 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 createdby the user should include the same properties if the LRFD3 code is to be used Theorientation of the principal axes (Z and Y) for each shape is shown in Figure LRFD32-1

Properties Used by LRFD3 GT STRUDL

Rev T LRFD32 - 2 V2



V2 LRFD32 - 3 Rev T



Rev T LRFD32 - 4 V2

I shapes

For W shapes and other doubly symmetric I beams the following propertiesare required

AX = cross-sectional areaAY = Y axis shear area computed as the profile depth times the web

thicknessAZ = 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 section modulus about the Y axisZZ = plastic section modulus about the Z axisFLTK = flange thicknessWBTK = web thicknessYD = profile depthYC = positive Y direction distance from the Z axis to the extreme fiber

along the Y axis (half of the 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 = clear depth of the web computed as the profile depth minus twice

the flange thicknessBF2TF = bt ratio of the flange computed as 12 the flange width divided by

the flange thicknessHTW = htw assumed web depth for stability (h) divided by the web

thickness where h is the clear distance between flanges less thefillet or corner radius for rolled shapes (see AISC Manual of SteelConstruction Load amp Resistance Factor Design Third EditionDecember 1999) When htw is not specified for the cross-sectionin the GTSTRUDL or USER tables the value of INTYD dividedby the WBTK is used INTYD is the clear distance betweenflanges and WBTK is the thickness of the web


V2 LRFD32 - 5 Rev T

CW = warping constant If not specified it is computed asZD3(YDndashFLTK)2(FLTK)240

ND = nominal depthWEIGHT = weight per unit lengthGRPNUM = 10SHAPE = a number that indicates the profile shape

= 10 W shapes= 11 S shapes= 12 HP shapes= 13 M shapes


Rev T LRFD32 - 6 V2

Channels

For Channels the following properties are required


thicknessAZ = 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 = negative direction section modulus about the Y axis (IY(ZD-ZC))SYS = positive direction section modulus about the Y axis (IYZC)SZ = section modulus about the Z axisZY = plastic section modulus about the Y axisZZ = plastic section modulus about the Z axisFLTK = flange thicknessWBTK = web thicknessYD = profile depthYC = positive Y direction distance from the Z axis to the extreme fiber


along the Z axis (from Y axis to the web extreme fiber)INTYD = clear depth of the web computed as the profile depth minus twice

the flange thicknessEY = distance from centroid to shear center parallel to the Y axisEZ = distance from centroid to shear center parallel to the Z axisND = nominal depthCW = warping constant If not specified it is computedWEIGHT = weight per unit lengthGRPNUM = 10SHAPE = a number that indicates the profile shape

= 20 Standard Channels (C)= 21 Miscellaneous Channels (MC)


V2 LRFD32 - 7 Rev T

Single Angles

For Single Angles the properties are in principal axes the following proper-ties 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 the equationFYAY where FY is the Y-shear force in the Y-principle axisdirection In this case AY is taken as the term (IZtimesTHICKQZ)where QZ is the first moment of the area above the Z-principleaxis about the Z-principle axis See SP Timoshenko and J MGere Mechanics of Materials D Von Nostrand 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 the equationFZAZ where FZ is the Z-shear force in the Z-principle axisdirection In this case AZ is taken as the term (IYtimesTHICKQY)where QY is the first moment of the area above the Y-principleaxis about the Y-principle axis See SP Timoshenko and JMGere Mechanics of Materials D Von Nostrand New York 1972

IX = torsional moment of inertiaIY = moment of inertia about the principal Y axisIZ = moment of inertia about the principal Z axisRY = radius of gyration about the principal Y axisRZ = radius of gyration about the principal Z axisSY = positive direction section modulus about the principal Y axis

(IYZC)SYS = negative direction section modulus about the principal Y axis

(IY(ZD-ZC)) (note if both legs are equal LEG1 = LEG2 thenSY = SYS)

SZ = positive direction section modulus about the principal Z axis(IZYC)

SZS = negative direction section modulus about the principal Z axis(IZ(YD-YC))

ZY = plastic section modulus about the principal Y axisZZ = plastic section modulus about the principal Z axisTHICK = thickness of the single angleLEG1 = length of the longer legLEG2 = length of the shorter legYD = depth parallel to principal Y axis


Rev T LRFD32 - 8 V2

= LEG2timescos (ALPHA)+THICKtimessin (ALPHA)YC = positive Y direction distance from the principal Z axis to the

extreme fiber along the principal Y axisZD = depth parallel to principal Z axis

= LEG1timescos (ALPHA) + LEG2timessin (ALPHA)ZC = positive Z direction distance from the principal Y axis to the

extreme fiber along the principal Z axisALPHA = angle between the longer leg of the angle and the principal Z axisEY = distance from centroid to shear center parallel to the principal Y

axisEZ = distance from centroid to shear center parallel to the principal Z

axisCW = warping constant If not specified it is computed as

((LEG1ndashTHICK2)3 + (LEG2ndashTHICK2)3)THICK336WEIGHT = weight per unit lengthGRPNUM = 10SHAPE = a number that indicates the profile shape

= 30 single angles


V2 LRFD32 - 9 Rev T

Tees

For Tees the following properties are required

AX = cross-sectional areaAY = Y axis shear area computed as 23 of the profile depth times web

thicknessAZ = 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 = negative direction section modulus about the Z axis

(IZ(YD-YC))SZS = positive direction section modulus about the Z axis (IZYC)ZY = plastic section modulus about the Y axisZZ = plastic section modulus about the Z axisFLTK = flange thicknessWBTK = web thicknessYD = profile depthYC = positive Y direction distance from the Z axis to the extreme fiber

along the Y axis (from Z axis to top-of-flange)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 = clear depth of the web computed as the profile depth minus the

flange thicknessBF2TF = bt ratio of the flange computed as 12 the flange width divided by


thickness where h is the clear distance from bottom of the stem tothe flange less the fillet or corner radius for rolled shapes (seeAISC Manual of Steel Construction Load amp Resistance FactorDesign Third Edition December 1999) When htw is notspecified for the cross-section in the GTSTRUDL or USER tablesthe value of INTYD divided by the WBTK is used INTYD is theprofile depth minus the flange thickness and WBTK is thethickness of the web



EY = distance from centroid to shear center parallel to the Y axisEZ = distance from centroid to shear center parallel to the Z axisND = nominal depthCW = warping constant If not specified it is computedWEIGHT = weight per unit lengthGRPNUM = 10SHAPE = a number that indicates the profile shape

= 40 WT shapes= 41 ST shapes= 43 MT shapes



Double Angles

For Double Angles the following properties are required

AX = cross section areaAY = Y-axis shear area computed as 23 of the profile depth times twice

the leg thicknessAZ = 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 Y axisSZ = negative direction section modulus about Z axis (IZ(YD-YC))SZS = positive direction section modulus about Z axis (IZYC)ZY = plastic section modulus about the Y axisZZ = plastic section modulus about the Z axisTHICK = thickness of the flange (note the thickness of both single angles

is assumed to be the same and uniform)LEGl = length of the longer leg of each single angle which makes up the

double angleLEG2 = length of the shorter leg of each single angle which makes up the

double angleSPACING = spacing between the single angles When each angle is in contact

SPACING equals zeroYD = depth parallel to Y axisYC = positive Y direction distance from the Z axis to the extreme fiber

along the Y axisZD = depth parallel to Z axisZC = positive Z direction distance from the Y axis to the extreme fiber

along the Z axisEY = distance from centroid to shear center parallel to the Y axisEZ = distance from centroid to shear center parallel to the Z axisCW = warping constant If not specified it is computedGRPNUM = 10SHAPE = a number that indicates the profile shape

= 44 equal legs back-to-back double angles= 45 long legs back-to-back double angles= 46 short legs back-to-back double angles



Solid Round Bars

For Solid Round Bars the following properties are required

AX = cross-sectional areaAY = Y axis shear area computed as 34 of AXAZ = Z axis shear area computed as 34 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 section modulus about the Y axisZZ = plastic section modulus about the Z axisYD = depth parallel to Y axis (diameter of bar)YC = distance to extreme fiber in positive Y direction (radius of bar)ZD = depth parallel to Z axis (diameter of bar)ZC = distance to extreme fiber in positive Z direction (radius of bar)GRPNUM = 10SHAPE = a number that indicates the profile shape

= 50 solid round bars



Round HSS (Pipes)

For Round HSS (Pipes) the following properties are required

AX = cross-sectional areaAY = Y axis shear area computed as 12 of AXAZ = Z axis shear area computed as 12 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 section modulus about the Y axisZZ = plastic section modulus about the Z axisOD = outside diameter of the pipeID = inside diameter of the pipeTHICK = thickness of the pipeYD = depth parallel to Y axis (OD)YC = distance to extreme fiber in positive Y direction (OD20)ZD = depth parallel to Z axis (OD)ZC = distance to extreme fiber in positive Z direction (OD20)ND = nominal depthGRPNUM = 10SHAPE = a number that indicates the profile shape

= 51 round HSS (pipes)



Square and Rectangular Bars

For Square and Rectangular Bars Both the Square and Rectangular Barsrequire the following properties

AX = cross-sectional areaAY = Y axis shear area computed as 23 of AXAZ = Z axis shear area computed as 23 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 section modulus about the Y axisZZ = plastic section modulus about the Z axisYD = depth parallel to Y axisYC = distance to extreme fiber in positive Y direction (YD2)ZD = depth parallel to Z axisZC = distance to extreme fiber in positive Z direction (ZD2)GRPNUM = 10SHAPE = a number that indicates the profile shape

= 60 square bars= 61 rectangular bars



Square and Rectangular HSS (Structural Tubing)

For Square and Rectangular HSS (Structural Tubing) the following properties arerequired

AX = cross-sectional areaAY = Y axis shear area computed as twice the web thickness times the

flat width of the webAZ = Z axis shear area computed as twice the flange thickness times the

flat width of the flangeIX = torsional moment of inertiaIY = moment of inertia about the Y axisIZ = moment of inertia about the Z axisRY = radius of gyration about Y axisRZ = radius of gyration about Z axisSY = section modulus about Y axisSZ = section modulus about Z axisZY = plastic section modulus about the Y axisZZ = plastic section modulus about the Z axisFLTK = flange thicknessWBTK = web thicknessYD = profile depthYC = positive Y direction distance from the Z axis to the extreme fiber

along the Y axis (YD2)ZD = profile widthZC = positive Z direction distance from the Y axis to the extreme fiber

along the Z axis (ZD2)INTYD = flat width of the web (YD-2timesFLTK-2timesradius)INTZD = flat width of the flange (ZD-2timesWBTK-2timesradius)EY = distance from centroid to shear center parallel to the Y axisEZ = distance from centroid to shear center parallel to the Z axisND = nominal depthCW = warping constant If not specified it is computedGRPNUM = 10SHAPE = a number that indicates the profile shape

= 62 structural tubing

It is assumed that the outside radius of the corners of a structural tube equals twicethe thickness of the tube

radius = 2 times FLTK




GT STRUDL Parameters Used by LRFD3

V2 LRFD33 - 1 Rev T

LRFD33 Parameters Used by LRFD3

The parameters used by LRFD3 code may be grouped into three general categories

1 System parameters 2 Control parameters 3 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 code parameters are used to specify information and coefficientsdirectly referenced in the code With the notable exception of CODETOL parameters of thesecond group are seldom used A knowledge of the system and control parameters allowsthe user greater flexibility when using the LRFD3 code The vast majority of parameters fallinto the code category and have a direct bearing on LRFD3 code and the results it produces

For the categories described above the parameters used by LRFD3 code are present-ed below and are summarized in the Table LRFD33-1 The system and control parametersare discussed first followed by the code parameters

Parameters Used by LRFD3 GT STRUDL

Rev T LRFD33 - 2 V2

Table LRFD331

Parameters in LRFD3

Parameter Default Alternate Name Value Values

a 100000 (in) Real value in active unitsAst 00 Real value in active unitsavy Member Length Real value in active unitsavz Member Length Real value in active unitsCantiMem NO YESCB Computed Real valueCby Computed Real valueCODE Required LRFD3CODETOL 00 Percent ToleranceCOMPK NO YES KY KZConnType WELDED SNUGDstiff 24 10 18FRLX 10 Fraction of member lengthFRLY 10 Fraction of member lengthFRLZ 10 Fraction of member lengthFRUNLCF 10 Fraction of member lengthFRUNLCW 10 Fraction of member lengthFu Computed Real value in active unitsFXMIN 05 (lb) Real value in active unitsFy Computed Real value in active unitsFyf Fy Real value in active unitsFYMIN 05 (lb) Real value in active unitsFyst Fy Real value in active unitsFyw Fy Real value in active unitsFZMIN 05 (lb) Real value in active unitsGAY Computed Real valueGAZ Computed Real valueGBY Computed Real valueGBZ Computed Real valueIst 00 Real value in active unitsK 10 Real valueKX 10 Real valueKY 10 Real valueKZ 10 Real valueL Member Length Real value in active units


V2 LRFD33 - 3 Rev T


Parameters in LRFD3


LX Member Length Real value in active unitsLY Member Length Real value in active unitsLZ Member Length Real value in active unitsMXMIN 200 (in-lb) Real value in active unitsMYMIN 200 (in-lb) Real value in active unitsMZMIN 200 (in-lb) Real value in active unitsnConnect 0 -1 -2NumBars 10 Real valuePF 10 Fraction of areaPRIDTA 10 20Print-K YES NOPrintLim NO YESREDE 10 Reduction factor for ERedFu 10 Reduction factor for FuRedFy 10 Reduction factor for FySDSWAYY YES NOSDSWAYZ YES NOSECTYPE Computed ROLLED WELDEDSFYBend 10 Real valueSLENCOMP 2000 Real valueSLENTEN 3000 Real valueSTEELGRD A36 Tables LRFD31-4 and LRFD31-5Stiff-H 00 Real value in active unitsStiff-W 00 Real value in active unitsSUMMARY NO YESTBLNAM WSHAPES9 Table LRFD31-3Tipping YES NOTRACE 4 1 2 3UNLCF Member Length Real value in active unitsUNLCFBF Member Length Real value in active unitsUNLCFTF Member Length Real value in active unitsUNLCW Member Length Real value in active unitsVALUES 1 2 3 4


Rev T LRFD33 - 4 V2

System Parameters

PrintLim NO YES

Parameter to request to print the section limiting values for limit state andload and resistance factor design codes This parameter is applicable to the steeldesign CHECK and SELECT commands The default output from CHECK orSELECT command prints the section force values A value of lsquoYESrsquo for thisparameter indicates that the section limiting values should be printed instead ofdefault section forces

SUMMARY NO YES

Unlike the TRACE and VALUES parameters SUMMARY does not directlyproduce output during a SELECT or CHECK command Instead SUMMARYinvokes a bookkeeping system which monitors and records provision and parametervalues used at each section and loading for which the member is to be designed orchecked The two options for SUMMARY are NO or YES With the default of NOthe bookkeeping system is bypassed and no data are stored When YES is specifiedall provisions and parameters in the code Summary Description (Sections 29 and2105 of Volume 2A) are recorded Information recorded during a SELECT orCHECK can be output using the SUMMARIZE command of Section 29 of Volume2A By using SUMMARY the user is able to selectively output the same dataavailable through TRACE and VALUES at any time after the data has beenrecorded

TRACE 1 2 3 4

The TRACE parameter is used to monitor the evaluation of code provisionsduring a SELECT or CHECK command The four options are

1 - no provisions are output2 - outputs any provisions which fail3 - outputs all provisions that are considered and4 - outputs the largest value of actualallowable ratio computed

Whenever 2 or 3 is selected a heading indicating the case for which theprovision is being evaluated is output before the provision values are listed Thisheading identifies the member the profile and table being used the code and itsinternal units the loading and section location being considered and the forces


V2 LRFD33 - 5 Rev T

acting on the member for that section and loading For each provision at that sectionand loading the allowable and actual values and the actualallowable ratio areoutput Figure 72-1 of Volume 2A illustrates the information output by a TRACEvalue of 3 For a TRACE value of 2 only those provisions for which the actualexceeded the allowable are output The order in which provisions are output dependson the code being used and on the forces acting at the particular section and loadingWhen no value is specified for the parameter TRACE the default value of 4 isassumed The default output generated for the SELECT or the CHECK commandshows the member name the code name the profile name the table name theloading condition and the section location where the largest actualallowable valueoccurs the provision name corresponding to the largest actualallowable value thelargest value of actualallowable ratio computed and the internal member sectionforces at the section with the largest actualallowable ratio

VALUES 1 2 3 4

VALUES allows for the inspection of the parameters andor properties valuesused while SELECTing or CHECKing a member Each time a parameter or propertyis retrieved for use by the code or selection procedure its name and values areoutput The four options for VALUES are

1 - no parameter or property values is output2 - outputs only parameter values3 - outputs only property values and4 - outputs both parameter and property values

Unlike TRACE no headings are output when the 2 3 or 4 option ofVALUES is selected Practical use of VALUES requires simultaneous use of theTRACE 3 option An example of VALUES 2 with TRACE 3 is shown in Figure 72-2 of Volume 2A


Rev T LRFD33 - 6 V2

Control Parameters

CODETOL 00 Percent tolerance

CODETOL allows the user to permit a reasonable tolerance in checks of thecode provisions Checks of code provisions are made by comparing the ratio ofactual to allowable against an upper limit of 10 If the limit is exceeded theprovision is failed CODETOL specifies the percentage by which the ratio mayexceed the limit and still be acceptable The general form of this comparison isshown here

With a CODETOL of 00 the default an actual over allowable of 10001would be unacceptable and marked as a fail By specifying a value for CODET-OL the user is able to account for such cases when appropriate A negative value forCODETOL would bring the upper limit below 10

FXMIN 05 lb Alternate value in active units

FXMIN specifies the smallest magnitude axial force to be considered by thecode Thus any axial force whose absolute value is below the specified value forFXMIN is treated as zero This lower limit applies to both axial tension andcompression

FYMIN 05 lb Alternate value in active units

FYMIN specifies the smallest magnitude shear force in the Y direction to beconsidered Any Y shear force that is shear through the web whose absolute valueis below the specified value of FYMIN is treated as zero

FZMIN 05 lb Alternate value in active units

FZMIN specifies the smallest magnitude shear force in the Z direction to beconsidered Any Z shear force whose absolute value is less than the specified valueof FZMIN is treated as zero


V2 LRFD33 - 7 Rev T

MXMIN 200 in-lb Alternate value in active units

MXMIN specifies the smallest magnitude X axis moment to be consideredTorsional moments about the X axis are treated as zero when their absolute valueis below MXMIN

MYMIN 200 in-lb Alternate value in active units

MYMIN specifies the smallest magnitude Y axis moment to be consideredBending moments about the Y axis are treated as zero when their absolute value isbelow MYMIN

MZMIN 200 in-lb Alternate value in active units

MZMIN specifies the smallest magnitude Z axis moment to be consideredBending moments about the Z axis are treated as zero when their absolute value isbelow MZMIN

NOTE Values given for FXMIN FYMIN FZMIN MXMIN MYMIN and MZMINshould always be greater than zero so that checks of extremely small forces andmoments are not made Forces and moments with magnitudes of 0001 and lessmay be present due to numerical limitations of the computer In most structuresforces of this magnitude are negligible when compared to the forces usually foundin a member Default values for the minimums are appropriate for mostapplications


Rev T LRFD33 - 8 V2

Code Parameters

a 100000 in Alternate value in active units

This parameter is used to specify the clear distance between transversestiffeners This parameter is used to compute ah ratio which is used in thecomputation of the limiting shear stress The default value of 100000 inchesindicates that the shear check does not consider transverse stiffeners A userspecified value for the parameter a that causes the automatic computation of theah ratio The ah ratio is computed based on the specified value for the parametera divided by h h is defined as the total depth minus twice the flange thicknessh is assumed to be equal to the property INTYD which is the clear distancebetween the flanges (see Section LRFDE32)

Ast 00 Alternate value in active units

Parameter Ast is used to specify the transverse stiffeners area Thisparameter is used to check Appendix G4 of AISC LRFD 3rd Edition The specifiedtransverse stiffeners area is checked to see if it is smaller than the computed valuefrom Equation A-G4-1 of Appendix G4 of AISC LRFD 3rd Edition The defaultvalue of 00 indicates that the transverse stiffeners area of Appendix G4 is notchecked An alternative value in active units may be specified by the user Notethat the parameter Ast is applicable to plate girders only

avy Computed Alternate value in active units

avy is the parameter to specify the length of essentially constant shear in theY axis direction of a member This parameter is used to check the Y directionshear of a pipe cross-section This parameter is similar to the variable a in theEquation 52-2 of the AISC LRFD HSS specification in the Section 162 of theLRFD Third Edition (96) The default is computed as the effective member lengthSee the LY parameter for a description of the effective length An alternative valuein active units may be specified by the user Note that the parameter avy isapplicable to pipes cross-sections only


V2 LRFD33 - 9 Rev T

avz Computed Alternate value in active units

avz is the parameter to specify the length of essentially constant shear in theZ axis direction of a member This parameter is used to check the Z direction shearof a pipe cross-section This parameter is similar to the variable a in the Equation52-2 of the AISC LRFD HSS specification in the Section 162 of the LRFD ThirdEdition (96) The default is computed as the effective member length See the LZparameter for a description of the effective length An alternative value in activeunits may be specified by the user Note that the parameter avz is applicable topipes cross-sections only

CantiMem NO YES

This parameter indicates that a member or a physical member which is partof a cantilever truss should be considered as a cantilever beam in the K-factorcomputation This parameter can be used in special cases when the program cannot automatically detect that the beam connected to the column is a cantilever Thespecial case when this parameter may be used is when the beam that is connectedto the column is part of a cantilever truss system and the program automatically isnot able to detect that the beam should be considered as a cantilever beam in theK-factor computation Keep in mind that only true cantilever members or physicalmembers are detected automatically A value of YES for this parameter indicatesthat the member of physical member is cantilever

CB Computed Alternate value

CB is the coefficient Cb used in Section F12a of the 1999 AISC LRFD ThirdEdition Specification (96) Cb is a modification factor for non-uniform momentdiagram when both ends of the beam segment are braced This coefficientincreases the limiting nominal compressive flexural strength when a momentgradient exists over the unbraced length of the compression flange

LRFD Eq F1-3

where

Mmax = absolute value of maximum moment in the unbraced segmentabout the Z axis kip-in (N-mm)

MA = absolute value of moment at quarter point of the unbraced segment



about the Z axis kip-in (N-mm)MB = absolute value of moment at centerline of the unbraced beam

segment about the Z axis kip-in (N-mm)MC = absolute value of moment at three-quarter point of the unbraced

beam segment about the Z axis kip-in (N-mm)

When computing the default value of Cb the compression flange is assumedto be laterally supported (ie braced) only at the member ends In cases where theactual unbraced length is different than the eccentric member length (start to endof the member) the user should specify a value for parameter CB A value of 10is always conservative and may be used in either of the preceding cases

Cby Computed Alternate value

Cby is the coefficient Cb used in Section F12a of the 1999 AISC LRFDThird Edition Specification (96) This parameter is applicable to rectangularhollow structural section HSS (structural tube) cross-section only Cby is amodification factor for non-uniform moment diagram when both ends of the beamsegment are braced This coefficient increases the limiting nominal compressiveflexural strength when a moment gradient exists over the unbraced length of thecompression flange Cby is used for the rectangular hollow structural section HSS(structural tube) cross-sections under Y axis bending

LRFD Eq F1-3

where

Mmax = absolute value of maximum moment in the unbraced segmentabout the Y axis kip-in (N-mm)

MA = absolute value of moment at quarter point of the unbraced segmentabout the Y axis kip-in (N-mm)

MB = absolute value of moment at centerline of the unbraced beamsegment about the Y axis kip-in (N-mm)

MC = absolute value of moment at three-quarter point of the unbracedbeam segment about the Y axis kip-in (N-mm)

When computing the default value of Cby the compression web is assumedto be laterally supported (ie braced) only at the member ends In cases where theactual unbraced length is different than the eccentric member length (start to end



of the member) the user should specify a value for parameter Cby A value of 10is always conservative and may be used in either of the preceding cases

CODE Required

The CODE parameter indicates the code procedure which should be used fordesigning or checking a member A value of LRFD3 must be specified for thisparameter to check code based on 1999 AISC LRFD Third Edition LRFD3design or code check is based on the AISC LRFD Load and Resistance FactorDesign Specification for Structural Steel Buildings adopted December 27 1999with errata incorporated as of September 4 2001 (96)

COMPK NO YES KY KZ

The COMPK parameter is used to specify how the values of the effectivelength parameters KY and KZ are defined The default value of NO indicates thatthe values of KY and KZ are either specified by the user or taken as 10 by default

The value of YES indicates that the values of KY and KZ are to be computedby GTSTRUDL in the member selection and code check procedures (SELECT orCHECK command) The K-factors computed by GTSTRUDL is based on theAISC (American Institute of Steel Construction) guidelines If the value ofCOMPK is NO the values of KY and KZ are taken as either specified by the useror as 10 by default

The value of KY or KZ for the parameter COMPK indicates that only thespecified effective length factor should be computed Refer to Section 22 ofVolume 2A for more discussion of the effective length factor computation

ConnType WELDED SNUG

Type of the intermediate connectors that are used for double angle Choicesare SNUG and WELDED

SNUG = intermediate connectors that are snug-tight boltedWELDED = intermediate connectors that are welded or fully tensioned

bolted This is the default

Note that the parameter ConnType is applicable to double angles only



Dstiff 24 10 18

This parameter is used to specify the factor D that is used in the Equation A-G4-1 of Appendix G4 of AISC LRFD 3rd Edition (96) A default value of 24 forsingle plate stiffeners is assumed The value of factor D (parameter Dstiff) in theEquation A-G4-1 is dependent on the type of transverse stiffeners used in a plategirder Alternate values are as follows

10 = for stiffeners in pairs This is the default value when the specifiedvalue for the parameter NumBars is greater than 1

18 = for single angle stiffeners24 = for single plate stiffeners This is the default value when the

specified value for the parameter NumBars is equal to 1

Note that the parameter Dstiff is applicable to plate girders only

FRLX 10 Fraction of member length

FRLX specifies the unbraced length of torsional buckling LX as a fractionof the members effective length FRLX may be less than or greater than 10 Thisoption works only when LX is computed

FRLY 10 Fraction of member length

FRLY specifies the unbraced length for buckling about the Y axis LY as afraction of the members effective length FRLY may be less than or greater than10 This option works only when LY is computed

FRLZ 10 Fraction of member length

FRLZ specifies the unbraced length for buckling about the Z axis LZ as afraction of the members effective length FRLZ may be less than or greater than10 This option works only when LZ is computed

FRUNLCF 10 Fraction of member length

FRUNLCF specifies the unbraced length of the compression flange UNLCFas a fraction of the members effective length FRUNLCF may be less than orgreater than 10 This option works only when UNLCF is computed



FRUNLCW 10 Fraction of member length

FRUNLCW specifies the unbraced length of the compression web UNLCWas a fraction of the members effective length FRUNLCW may be less than orgreater than 10 This parameter works only when UNLCW is computed Notethat the parameter FRUNLCW is applicable to rectangular hollow structuralsection HSS (structural tube) only

Fu Computed Alternate value in active units

The minimum tensile strength of a member may be specified via Fu WhenFu is specified the STEELGRD and profile GRPNUM are not considered and thevalue of Fu remains constant for the member

Fy Computed Alternate value in active units

Fy may be used to specify the yield strength of a member rather than havingit computed from STEELGRD and GRPNUM When Fy is specified for amember its value remains constant irrespective of profile size under considerationThe value of STEELGRD is not considered for such members even if it wasspecified

Fyf Fy Alternate value in active units

Parameter Fyf may be used to specify the yield strength of the flange Whenparameter Fyf is not specified the value for this parameter is assumed to be equalto the parameter Fy When a value is specified for this parameter the member isassumed to be hybrid cross-section An alternative value in active units may bespecified by the user

Fyst Fy Alternate value in active units

Parameter Fyst may be used to specify the yield strength of the plate girderstransverse stiffeners material When parameter Fyst is not specified the value forthis parameter is assumed to be equal to the parameter Fy This parameter is usedto check the transverse stiffeners of the plate girder An alternative value in activeunits may be specified by the user Note that the parameter Fyst is applicable toplate girders only



Fyw Fy Alternate value in active units

Parameter Fyw may be used to specify the yield strength of the web Whenparameter Fyw is not specified the value for this parameter is assumed to be equalto the parameter Fy When a value is specified for this parameter the member isassumed to be hybrid cross-section An alternative value in active units may bespecified by the user

GAY Computed Alternative value

GAY is the G-factor at the start joint of the member GAY is used in thecalculation of the effective length factor KY (see parameter COMPK and KY)

GAZ Computed Alternative value

GAZ is the G-factor at the start joint of the member GAZ is used in thecalculation of the effective length factor KZ (see parameter COMPK and KZ)

GBY Computed Alternative value

GBY is the G-factor at the end joint of the member GBY is used in thecalculation of the effective length factor KY (see parameter COMPK and KY)

GBZ Computed Alternative value

GBZ is the G-factor at the end joint of the member GBZ is used in thecalculation of the effective length factor KZ (see parameter COMPK and KZ)

Ist 00 Alternate value in active units

Parameter Ist is used to specify the transverse stiffeners moment of inertiaThis parameter is used to check Appendix F23 of ASIC LRFD 3rd Edition for therequired transverse stiffeners moment of inertia The default value of 00 indicatesthat the transverse stiffeners moment of inertia according to Appendix F23 ofAISC LRFD 3rd Edition is not checked An alternative value in active units maybe specified by the user Note that the parameter Ist is applicable to plate girdersonly



K 10 Alternate value

Effective length factor for an individual component (single angle) Thisparameter is used to design a number of connectors and to check the connectorspacing (Section E42 of the AISC LRFD 3rd Edition) Note that the parameter lsquoKrsquois applicable to double angles only

KX 10 Alternative value

KX is the effective length factor for torsional buckling This parameter isused in the computation of flexural-torsional buckling A default value of 10 isassumed An alternate value may be specified by the user

KY 10 Alternative value computed

KY is the effective length factor used for buckling about the local memberY axis (Figure LRFD33-1) and its value is determined according to the followingprovisions

(1) KY is taken either as 10 by default or as the alternative value specified bythe user if the value of the COMPK parameter is equal to NO

(2) KY is computed if the value of COMPK is equal to YES or KY Refer toSection 22 of Volume 2A for more discussion and an example of theeffective length factor computation

KZ 10 Alternative value computed

KZ is the effective length factor used for buckling about the local member Zaxis (Figure LRFD33-1) and its value is determined according to the followingprovisions

(1) KZ is taken either as 10 by default or as the alternative value specified bythe user if the value of the COMPK parameter is equal to NO

(2) KZ is computed if the value of COMPK is equal to YES or KZ Refer toSection 22 of Volume 2A for more discussion and an example of theeffective length factor computation



Figure LRFD33-1 Local Axis Buckling



L Computed Alternate value in active units

Actual physical member length is used to design a number of connectors andto check connector spacing (Section E42 of the AISC LRFD 3rd Edition) and alsoused in the computation of the modified column slenderness (KLr)m (Section E41of the AISC LRFD 3rd Edition) This parameter is used to compute the distancebetween connectors a = L(n+1) where lsquoarsquo is the distance between connectors lsquoLrsquois the member length and lsquonrsquo is the number of connectors The default iscomputed as the length of the member Note that the parameter lsquoLrsquo is applicableto double angles only

LX Computed Alternate value in active units

LX is the distance between torsional buckling restraints This parameter isused in the computation of flexural-torsional buckling The default is computedas the effective member length times the value of the FRLX parameter See theLY parameter below for a description of the effective length An alternate valuein the active units may be specified by the user

LY Computed Alternate value in active units

LY specifies the unbraced length for buckling about the Y axis as shown inFigure LRFD33-1 The default is computed as the effective member length timesthe value of the FRLY parameter The effective length of a member is the joint-to-joint distance unless eccentricities andor end joint sizes are given Wheneccentricities are given the eccentric start-to-end length of the member is usedFor end joint sizes the end joint size at both ends is subtracted from the effectivelength which would have been used LY may be specified larger or smaller thanthe members effective length and no comparisons are made between the two SeeSection 218 of Volume 1 for a discussion of member eccentricities and end jointsizes

LZ Computed Alternate value in active units

LZ specifies the unbraced length for buckling about the Z axis as shown inFigure LRFD33-1 The default is computed as the effective member length timesthe value of the FRLZ parameter See the LY parameter above for a descriptionof the effective length



nConnect 0 Alternate value

Number of connectors between individual angles The user specified valueis used during code check When the SELECT MEMBER (design) is requestedthe user specified value is used unless more connectors are required If thedesigned number of connectors are larger than the user specified value thecomputed number of connectors are used and printed after the SELECT MEMBERresult The default value of zero indicates that the angles are connected at the endsonly Following are additional options that you can specify for this parameter

0 = angles are connected at the ends of the memberndash1 = requesting the number of connectors to be computed during code

checkndash2 = bypass modified column slenderness equations This will bypass the

check for the Section E41 of the AISC LRFD Third Edition

Note that the parameter nConnect is applicable to double angles only

NumBars 10 Alternate value

Parameter to specify a number of single plate stiffeners The default valuefor this parameter indicates one (1) single plate stiffener An alternative value maybe specified by the user Note that the parameter NumBars is applicable to plategirders only

PF 10 Fraction of cross-sectional area

PF is used to compute the net area for members subject to axial tension Byspecifying a value for PF the user is able to account for holes which make the netarea less than the full cross-sectional area

Print-K YES NO

Parameter to print the computed K-factor values after the default code checkor select command output (TRACE 4 output) The default value of lsquoYESrsquo for thisparameter indicates that the computed K-factor values should be printed after thecode check or select command output The column names attached to the start andend of the code checked member is also printed This printed information allowsthe user to inspect the automatic detection of the columns attached to the start andend of the designed member A value of lsquoNOrsquo indicates that K-factor values andthe names of the attached columns to the start and end of the designed membershould not be printed



REDE 10 Reduction factor for the constant E

The modulus of elasticity for a member is multiplied by this factor before usein the design equations of the LRFD3 code The value of E specified in theCONSTANTS command is not altered when used in analysis commands

RedFu 10 Reduction factor for Fu

RedFu allows a user to account for changes in the minimum tensile strengthFu of a member such as those which occur at high temperatures RedFu ismultiplied by Fu to give the value used for minimum tensile strength

RedFy 10 Reduction factor for Fy

The parameter RedFy is a reduction factor for the yield strength Fy of amember This parameter is intended to reflect the change in yield strength whichoccurs at higher temperatures An alternate use for RedFy would be to introducean additional factor of safety into the design equations The yield strength used inthe provision is equal to RedFy multiplied by Fy (RedFy times Fy)

SDSWAYY YES NO

SDSWAYY indicates the presence of sidesway about the Y axis of themember A value of YES indicates that sidesway is permitted this is often referredto as an unbraced frame For braced frames in which sidesway is prevented avalue of NO should be specified Figure LRFD33-2 illustrates the direction ofsway relative to the column orientation

SDSWAYZ YES NO

SDSWAYZ indicates the presence of sidesway about the Z axis of themember A value of YES indicates that sidesway is permitted this is often referredto as an unbraced frame For braced frames in which sidesway is prevented avalue of NO should be specified Figure LRFD33-2 illustrates the direction ofsway relative to the column orientation



Figure LRFD33-2 SIDESWAY Conditions



SECTYPE Computed ROLLED WELDED

This parameter defines the type of a cross-section specified in the structuralmodel This parameter is used to compute the value of Fr Fr is the compressiveresidual stress in the flange The value of ROLLED indicates that the members arehot rolled cross-sections The compressive residual stress Fr is equal to 10 ksi formembers that are indicated as rolled cross-sections The value of WELDED forthe parameter SECTYPE indicates that the members are welded or cold-formedcross-sections The compressive residual stress Fr is equal to 165 ksi for membersthat are indicated as welded cross-sections The default value for SECTYPEparameter indicates that the plate girders are assumed to be welded and all othercross-sections are assumed to be rolled

SFYBend 10 Alternate value

Parameter to specify safety factor for the computation of the limit state of Yaxis (minor axis) bending of the tee and double angle sections Note that theparameter SFYBend is applicable to tees and double angles only

SLENCOMP Computed Alternate value

SLENCOMP is the maximum permissible slenderness ratio (KLr) for amember subjected to the axial compression The default is computed as a value of2000 for compression members An alternate value may be specified by the user

SLENTEN Computed Alternate value

SLENTEN is the maximum permissible slenderness ratio (KLr) for membersubjected to the axial tension The default is computed as a value of 3000 fortension members An alternate value maybe specified by the user

STEELGRD A36 Value from Tables LRFD31-4 and LRFD31-5

STEELGRD specifies the grade of steel from which a member is to be madeUsing the value of STEELGRD the yield strength (Fy) can be correctlydetermined



Stiff-H 00 Alternate value in active units

Parameter Stiff-H is used to specify the single plate stiffeners cross-sectionsheight Parameters Stiff-H Stiff-W and NumBars are used for the automaticcomputation of the parameters Ast and Ist is based on the rectangular barstiffeners geometry If the transverse stiffeners are not rectangular bar parametersAst and Ist should be specified An alternative value may be specified by theuser Note that the parameter Stiff-H is applicable to plate girders only

Stiff-W 00 Alternate value in active units

Parameter Stiff-W is used to specify the single plate stiffeners cross-sectionswidth Parameters Stiff-H Stiff-W and NumBars are used for the automaticcomputation of the parameters Ast and Ist The automatic computation of theparameters of the parameters Ast and Ist is based on the rectangular barstiffeners geometry If the transverse stiffeners are not rectangular bar parametersAst and Ist should be specified An alternative value may be specified by theuser Note that the parameter Stiff-W is applicable to plate girders only

Tipping YES NO

This is the parameter indicating that the tipping effect should be consideredWhen the load is applied to the top flange of the channel and the flange is notbraced there is a tipping effect that reduces the critical moment A value of YESfor this parameter indicates that the flange is unbraced and the flange is loaded assuch that causes tipping effect In this case the reduced critical moment may beconservatively approximated by setting the warping buckling factor X2 equal tozero A value of NO indicates that the tipping effect does not happen and thewarping buckling factor is computed based on the Equation F1-9 of the AISCLRFD Third Edition

UNLCF Computed Alternate value in active units

UNLCF specifies the unbraced length of the compression flange which isused in computing the allowable bending stress of a member The maximumdistance between points of adequate lateral support for the compression flangeshould be used The default is computed as the effective length of the membertimes the value of the FRUNLCF parameter Refer to the parameter LY for adiscussion of a members effective length



UNLCFBF Computed Alternate value in active units

UNLCFBF specifies the unbraced length of the compression flange for thebottom flange which is used in computing the allowable bending stress of amember Bottom flange is defined as the flange in the local negative Y axisdirection of a cross section as shown in Figure LRFD33-4 UNLCFBF is usedwhen negative strong axis bending (negative MZ) is acting on the member whichcauses compression on the bottom flange The maximum distance between pointsof adequate lateral support for the bottom compression flange should be usedWhen an alternate value for this parameter has not been specified the value for theparameter UNLCF is used See parameter UNLCF for the default treatment of theparameter UNLCFBF

UNLCFTF Computed Alternate value in active units

UNLCFTF specifies the unbraced length of the compression flange for thetop flange which is used in computing the allowable bending stress of a memberTop flange is defined as the flange in the local positive Y axis direction of a crosssection as shown in Figure LRFD33-4 UNLCFTF is used when positive strongaxis bending (positive MZ) is acting on the member which causes compression onthe top flange The maximum distance between points of adequate lateral supportfor the top compression flange should be used When an alternate value for thisparameter has not been specified the value for the parameter UNLCF is used Seeparameter UNLCF for the default treatment of the parameter UNLCFTF

UNLCW Computed Alternate value in active units

UNLCW specifies the unbraced length of the compression web which isused in computing the limiting bending capacity of a member The maximumdistance between points of adequate lateral support for the compression web shouldbe used The default is computed as the effective length of the member times thevalue of the FRUNLCW parameter Refer to the parameter LY for a discussion ofa members effective length An alternative value in active units may be specifiedby the user Note that the parameter UNLCW is applicable to rectangular hollowstructural sections HSS (structural tubes) only



Figure LRFD33-4 Unbraced length of the compression flange forthe TOP and BOTTOM flange

GT STRUDL APPENDIX A References

V2 LRFD3 Appendix A - 1 Rev T

APPENDIX A References

1 Connor Jerome J Analysis of Structural Member Systems The Ronald PressCompany New York 1976

2 ICES Programmers Reference Manual 2nd Ed Edited by W Anthony Dillon CivilEngineering Systems Laboratory Massachusetts Institute of TechnologyCambridge Mass Research Report No R71-33 August 1971

3 ICES System General Description Edited by Daniel Roos Civil EngineeringSystems Laboratory Massachusetts Institute of Technology Cambridge MassResearch Report No R67-49 September 1967

4 ICES Subsystem Development Primer Civil Engineering Systems LaboratoryMassachusetts Institute of Technology Cambridge Mass Research Report NoR68-56 May 1968

5 Logcher Robert D et al ICES STRUDL-II The Structural Design LanguageEngineering Users Manual Volume 1 Civil Engineering Systems LaboratoryMassachusetts Institute of Technology Cambridge Mass Research Report NoR68-91 November 1968

6 MIT ICES360 STRUDL II Documentation for Stiffness Analysis and Steel MemberSelection Civil Engineering Systems Laboratory Massachusetts Institute ofTechnology Cambridge Mass January 1972

7 Roos Daniel ICES System Design 2nd Ed Cambridge Mass The MIT Press1967

8 Schumacher Betsy An Introduction to ICES Civil Engineering Systems LaboratoryMassachusetts Institute of Technology Cambridge Mass Research Report NoR67-47 September 1967

9 Standard Specification for Zinc-Coated Steel Structural Strand ASTM A506-68January 1968

10 The ICES STRUDL Swap Enhancements ICES Distribution Agency PO Box3956 San Francisco California 94119

11 ICES JOURNAL ICES Users Group Inc Frederick E Hajjar Editor PO Box231 Worcester Mass 01613

APPENDIX A References GT STRUDL

Rev T LRFD3 Appendix A - 2 V 2

12 Logcher Robert D et al ICES STRUDL-II The Structural Design LanguageEngineering Users Manual Volume 2 Civil Engineering Systems LaboratoryMassachusetts Institute of Technology Cambridge Mass Research Report NoR70-77 2nd Edition December 1973

13 ICES STRUDL-II The Structural Design Language Engineering Users ManualVolume 3 Structures Division and Civil Engineering Systems LaboratoryMassachusetts Institute of Technology Cambridge Mass June 1970

14 Logcher Robert D et al ICES TABLE-I An ICES File Storage SubsystemEngineering Users Manual Civil Engineering Systems Laboratory MassachusettsInstitute of Technology Cambridge Mass Research Report No R67-58 September1967

15 Manual of STEEL CONSTRUCTION Sixth Edition American Institute of SteelConstruction Inc New York 1963

16 Manual of STEEL CONSTRUCTION Seventh Edition American Institute of SteelConstruction Inc New York 1969

17 King Reno C Piping Handbook 5th ed page 4-51 McGraw-Hill Book Company1967

18 GTICES TOPOLOGY Users Manual School of Civil Engineering Georgia Instituteof Technology Atlanta Georgia 1976

19 Zienkiewicz O C The Finite Element Method in Engineering Science McGraw-Hill London Third Edition 1977

20 Connor J J and Will G T Triangular Flat Plate Bending Element ReportTR68-3 MIT Department of Civil Engineering February 1968

21 Connor J J and Will G T Computer-Aided Teaching of the Finite ElementDisplacement Method Report 69-23 MIT Department of Civil EngineeringFebruary 1969

22 Ergatoudis I Irons B M and Zienkiewicz O C Curved IsoparametricQuadrilateral Elements for Finite Element Analysis Int J Solids and Structures4 1968

23 Aparicia L E and Connor J J Isoparametric Finite Element DisplacementModels Research Report R70-39 MIT Department of Civil Engineering July1970



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



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



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



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


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



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



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


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



File Attachment
LRFD3 Manual


52 - 2



52 - 3



52 - 4



52 - 5



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



52 - 6


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



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




52 - 7

Section Title



compression


Section Title



Section Title


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


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



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


52 - 9










52 - 10




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








52 - 11







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



52 - 12







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



52 - 13





SDSWAYZ YES Indicates the presence or absence of sidesway about the localZ axis



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


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)


52 - 14




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








52 - 15




Bending Strength







52 - 16




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


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





52 - 17





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


52 - 18








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


52 - 19





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


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)




Fyst Fy Minimum yield stress of the transverse stiffeners material Ifnot specified it is assumed equal to the parameter Fy


52 - 20







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


52 - 21






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





52 - 22










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


52 - 23





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


52 - 24



52 - 25

Table LRFD31-2

GTSTRUDL AISC Codes













52 - 26


GTSTRUDL AISC Codes







ments 1 2 and 3





52 - 27

Table LRFD31-3

GTSTRUDL Profile Tables for theDesign based on the LRFD3 Code














52 - 28

Table LRFD31-4



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


52 - 29




Steel GradeASTM



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


52 - 30

Table LRFD31-5



Steel GradeASTM

DesignationApplicable Shape Series


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


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


Joan
Text Box
Double click the red tag13 to view complete13 00BS5950 Manual

GT STRUDLreg


Volume 2 - 00BS5950



Rev T ii V2


V2 iii Rev T


Revision No


T 2006

V2 iv Rev T


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



DISCLAIMER







Copyright copy 2006


ALL RIGHTS RESERVED


V2 vi Rev T


V2 vii Rev T

Table of Contents

Chapter Page

NOTICES v

DISCLAIMER v



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


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


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


GT STRUDL 00BS5950 Code

V2 00BS595012 - 1 Rev T


00BS595012 00BS5950 Code

The 00BS5950 code of GTSTRUDL may be used to select or check any of thefollowing shapes



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


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


00BS5950 Code GT STRUDL

Rev T 00BS595012 - 2 V2

Figure 00BS59501-1 Local Axes for Design with 00BS5950


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


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


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


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


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)



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]


V2 00BS595012 - 9 Rev T





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


Rev T 00BS595012 - 10 V2




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)


V2 00BS595012 - 11 Rev T




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)


Rev T 00BS595012 - 12 V2




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


V2 00BS595012 - 13 Rev T




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


Rev T 00BS595012 - 14 V2





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


V2 00BS595012 - 15 Rev T





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


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


Rev T 00BS595012 - 16 V2




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


V2 00BS595012 - 17 Rev T

Table 00BS59501-2

GTSTRUDL Profile Tables for theDesign based on the 00BS5950 Code


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


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


V2 00BS595012 - 19 Rev T





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


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)


V2 00BS595012 - 21 Rev T

Table 00BS59501-5

Effective Length LE


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)


Rev T 00BS595012 - 22 V2


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



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)


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


V2 00BS59502 - 5 Rev T

Single Angles

For single angles the properties are defined with respect to the principleaxes the following properties are required


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


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


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)


Rev T 00BS59502 - 8 V2


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


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


V2 00BS59503 - 3 Rev T




Pyw Py Real value in active unitsREDE 10 Reduction factor for EREDPy 10 Reduction factor for FYSDSWAYY YES NOSDSWAYZ YES NOSECTYPE ROLLED WELDEDSHRAREAF Computed COMPUTE TABLE Real valueSimpSupp NO YESSLENCOMP 1800 Real valueSLENTEN Computed Real valueSTEELGRD S235JRG2 Table 00BS59503-4SUMMARY NO YESTBLNAM UNIBEAMS Table 00BS59501-3TRACE 4 1 2 3VALUES 1 2 3 4


Rev T 00BS59503 - 4 V2

System Parameters

PRIDTA 1 2

The PRIDTA parameter may be used to monitor the selection procedurewhich is used during a SELECT Its output is of minimal use in a productionenvironment and is therefore not recommended to the user The two options are (1)for no output and (2) for output monitoring the flow through the selection procedureThe primary use of PRIDTA is to compare the different selection procedures and itis listed here only for completeness CHECK commands are not affected byPRIDTA

PrintLim NO YES

Parameter to request to print the section limiting values for limit state andload and resistance factor codes This parameter is applicable to the steel designCHECK and SELECT commands The default output from CHECK or SELECTcommand prints the section force values A value of YES for this parameterindicates that the section limiting values should be printed instead of default sectionforces

SUMMARY NO YES

Unlike the preceding parameters SUMMARY does not directly produceoutput during a SELECT or CHECK command Instead SUMMARY invokes abookkeeping system which monitors and records provision and parameter valuesused at each section and loading for which the member is to be designed or checkedThe two options for SUMMARY are NO or YES With the default of NO thebookkeeping system is bypassed and no data are stored When YES is specified allprovisions and parameters in the code Summary Description (Sections 29 and2105 of Volume 2A) are recorded Information recorded during a SELECT orCHECK can be output using the SUMMARIZE command of Section 29 of Volume2A By using SUMMARY the user is able to selectively output the same dataavailable through TRACE and VALUES at any time after the data has been recorded

TRACE 1 2 3 4



V2 00BS59503 - 5 Rev T

1 - no provisions are output2 - outputs any provisions which fail3 - outputs all provisions that are considered and4 - outputs the two largest values of actualallowable ratios computed

Whenever 2 or 3 is selected a heading indicating the case for which theprovision is being evaluated is output before the provision values are listed Thisheading identifies the member the profile and table being used the code and itsinternal units the loading and section location being considered and the forces actingon the member for that section and loading For each provision at that section andloading the allowable and actual values and the actualallowable ratio are outputFigure 72-1 of Volume 2A illustrates the information output by a TRACE value of3 For a TRACE value of 2 only those provisions for which the actual exceeded theallowable are output The order in which provisions are output depends on the codebeing used and on the forces acting at the particular section and loading When novalue is specified for the parameter TRACE the default value of 4 is assumed Thedefault output generated for the SELECT or the CHECK command shows themember name the code name the profile name the table name the loadingconditions and the section locations where the two largest actualallowable valuesoccur the provision names corresponding to the two largest actualallowable valuesthe two largest values of actualallowable ratios computed and the internal membersection forces at the section with the largest actualallowable ratio

VALUES 1 2 3 4

VALUES allows for the inspection of the parameters andor properties valuesused while SELECTing or CHECKing a member Each time a parameter or propertyis retrieved for use by the code or selection procedure its name and values are outputThe four options for VALUES are




Rev T 00BS59503 - 6 V2

Control Parameters



With a CODETOL of 00 the default an actual over allowable of 10001would be unacceptable and marked as a fail By specifying a value for CODETOLthe user is able to account for such cases when appropriate A negative value forCODETOL would bring the upper limit below 10

FXMIN 22 N Alternate value in active units

FXMIN specifies the smallest magnitude axial force which is considered bythe code Thus any axial force whose absolute value is below the specified value forFXMIN is treated as zero This lower limit applies to both axial tension andcompression

FYMIN 22 N Alternate value in active units


FZMIN 22 N Alternate value in active units



V2 00BS59503 - 7 Rev T

MYMIN 22600 Nndashmm Alternate value in active units

MYMIN specifies the smallest magnitude Y axis moment which is consideredby the code Bending moments about the Y axis are treated as zero when theirabsolute value is below MYMIN

MZMIN 22600 Nndashmm Alternate value in active units

MZMIN specifies the smallest magnitude Z axis moment which is consideredby the code Bending moments about the Z axis are treated as zero when theirabsolute value is below MZMIN

NOTE Values given for FXMIN FYMIN FZMIN MYMIN and MZMIN shouldalways be greater than zero so that checks of extremely small forces andmoments are not made Forces and moments with magnitudes of 0001 and lessmay be present due to numerical limitations of the computer In most structuresforces of this magnitude are negligible when compared to the forces usuallyfound in a member Default values for the minimums are appropriate for mostapplications


Rev T 00BS59503 - 8 V2

Code Parameters

a 2540000 mm Alternate value in active units

Parameter a is the clear distance between transverse stiffeners Thisparameter is used to compute ah ratio which is used in the computation of thelimiting shear stress The default value indicates that the shear check does notconsider transverse stiffeners A user-specified value for parameter a causes theautomatic computation of the ah ratio lsquohrsquo is defined as the total depth minus twicethe flange thickness for I-shapes lsquohrsquo is the same as the table property INTYDINTYD is the clear distance between flanges (see Section 00BS59502)

CODE Required

The CODE parameter indicates the code procedure which should be used fordesigning or checking a member A value of 00BS5950 must be specified for thisparameter to check code based on 1997 CISC Seventh Edition 00BS5950 designor code check is based on the Handbook of Steel Construction Seventh EditionCanadian Institute of Steel Construction November 1997 The 00BS5950 code isbased on the Limit State Design

DESTLDY YES NO

This parameter indicates the presence or absence of a destabilizing load whichcauses movement in the member local Y axis direction (and possibly rotation aboutthe member local Y axis) Destabilizing load conditions exist when a load is appliedin the local Z axis direction of a member and both the load and the member are freeto deflect laterally (and possibly rotationally also) relative to the centroid of themember The default value of YES for this parameter indicates that the user-specified loads applied to the members are destabilizing loads which causesmovement in the members local Y axis direction (and possibly rotation about themember local Y axis) A user-specified value of NO for this parameter indicates thatthe specified loads are normal loads and do not cause movement or rotation Thisparameter is only applicable to LOADS list or ALL LOADS of the PARAMETERScommand


V2 00BS59503 - 9 Rev T

DESTLDZ YES NO

This parameter indicates the presence or absence of a destabilizing load whichcauses movement in the member local Z axis direction (and possibly rotation aboutthe member local Z axis) Destabilizing load conditions exist when a load is appliedin the local Y axis direction of a member and both the load and the member are freeto deflect laterally (and possibly rotationally also) relative to the centroid of themember The default value of YES for this parameter indicates that the user-specified loads applied to the members are destabilizing loads which causesmovement in the members local Z axis direction (and possibly rotation about themember local Z axis) A user-specified value of NO for this parameter indicates thatthe specified loads are normal loads and do not cause movement or rotation Thisparameter is only applicable to LOADS list or ALL LOADS of the PARAMETERScommand

EFLE 10 Alternate value

EFLE specified the effective factor value used for the computation of theeffective length LE for lateral-torsional buckling of a member under bending Thisparameter is used only when default value of LLT is used for parameter LE (LE =EFLE times LLT see Table 00BS59503-2 and parameter LE also see Table 13 and 14of the BS 5950-12000 (95)) EFLE may be less than or greater than 10

EFLEY 10 Alternative value

Effective factor value used for the computation of nominal effective lengthLEy = EFLEY times LY for a compression member Nominal effective length LEY isused in the computation of maximum slenderness ratio about the local Y axis of theprofile See Table 00BS59503-3 or Sections 472 473 and Table 22 of BS 5950-12000 (95) for the EFLEY values

EFLEZ 10 Alternative value

Effective factor value used for the computation of nominal effective lengthLEz = EFLEZ times LZ for a compression member Nominal effective length LEZ is usedin the computation of maximum slenderness ratio about the local Z axis of theprofile See Table 00BS59503-3 or Sections 472 473 and Table 22 of BS 5950-12000 (95) for the EFLEY values


Rev T 00BS59503 - 10 V2

Table 00BS59503-2

Effective Length LE



Loading conditions

Normal

DESTLDZ = NO

Destabilizing

DESTLDZ = YES




A1 07LLT 085LLT


A2 075LLT 09LLT


A3 08LLT 095LLT


A4 085LLT 10LLT




A6 10LLT + 2D 12LLT + 2D


A7 12LLT + 2D 14LLT + 2D

ExamplePARAMETERS







V2 00BS59503 - 11 Rev T

Table 00BS59503-3



a) non-sway mode




b) sway mode



Not held inposition



ExamplePARAMETERS


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)


Rev T 00BS59503 - 12 V2

FRLLT 10 Fraction of member length

This parameter specifies the fractional value used for the computation of theunbraced lateral-torsional buckling length of a member LLT FRLLT is used onlywhen default value of lsquoComputedrsquo is used for parameter LLT (LLT = FRLLT timesMember Length) FRLLT may be less than or greater than 10


FRLY specifies the unbraced length for buckling about the Y axis LY as afraction of the members flexible length FRLY may be less than or greater than 10This parameter is used only when LY is computed (LY = FRLY Member Length)


FRLZ specifies the unbraced length for buckling about the Z axis LZ as afraction of the members flexible length FRLZ may be less than or greater than 10This parameter is used only when LZ is computed (LZ = FRLZ Member Length)

LE LLT Alternate value in active units

LE specifies the effective length of a member for lateral-torsional bucklingof a beam with restraints at the ends Default value is the effective length betweenrestraints against lateral-torsional buckling of a member under bending seeparameter LLT (LE = EFLE times LLT) See Table 00BS59503-2 for alternative valuesand also see Tables 13 and 14 of the BS 5950-12000 (95) See the LLT parameterbelow for a description of the lateral-torsional buckling length (unbraced length ofthe compression flange) An alternate value in the active units may be specified bythe user

LLT Computed Alternate value in active units

LLT specifies the segment length between restraints against lateral-torsionalbuckling (unbraced length) This parameter generally is used to specify the segmentlength of the compression flange restraint against lateral-torsional buckling (unbracedlength of the compression flange) The default is computed as the flexible memberlength times the value of the FRLLT parameter See the LY parameter below fora description of the flexible member length


V2 00BS59503 - 13 Rev T


LY specifies the unbraced length for buckling about the Y axis as shown inFigure 00BS59503-1 This parameter is used to compute the nominal effectivelength LEy = EFLEY times LY for a compression member The default is computed asthe flexible member length times the value of the FRLY parameter The flexiblelength of a member is the joint-to-joint distance unless eccentricities andor end jointsizes are given When eccentricities are given the eccentric start-to-end length of themember is used For end joint sizes the end joint size at both ends is subtracted fromthe actual joint-to-joint length LY may be specified larger or smaller than themembers flexible length and no comparisons are made between the two SeeSection 218 of Volume 1 for a discussion of member eccentricities and end jointsizes


LZ specifies the unbraced length for buckling about the Z axis as shown inFigure 00BS59503-1 This parameter is used to compute the nominal effectivelength LEz = EFLEZ times LZ for a compression member The default is computed asthe flexible member length times the value of the FRLZ parameter See the LYparameter above for a description of the flexible member length

METHOD EXACT SIMPLIFY BOTH

This parameter is to specify the design method that should be used for thecode check or design of a member There are two design method available for00BS5950 code simplify and exact method A user-specified method for thisparameter indicates the type of equations that should be used for the shear orcombined capacity checks The default value of EXACT for this parameter indicatesthat the exact method discussed in the Sections 4453 4823 48332 and48333 of the BS 5950-12000 (95) should be used The user-specified value ofSIMPLIFY indicates that the simplified method in the Sections 4452 4822 and4832 of BS 5950-12000 (95) should be used The value of BOTH for thisparameter indicates that both the exact and simplified method equations of BS 5950-12000 (95) should be used (see Sections 445 482 and 483 of BS 5950-12000)


Rev T 00BS59503 - 14 V2

Figure 00BS59503-1 Local Axis Buckling


V2 00BS59503 - 15 Rev T

mLT Computed Alternative value

Parameter lsquomLTrsquo corresponds to the factor mLT and is the equivalent uniformmoment factor for lateral-torsional buckling used in the member buckling resistanceequations mLT is a modification factor for a non-uniform moment diagram whenboth ends of the beam segment are braced mLT is calculated based on the major axismoments over the segment length LLT LLT is the segment length between restraintsagainst lateral-torsional buckling (see parameter lsquoLLTrsquo) Factor mLT is used in thelateral-torsional buckling equations mLT is discussed in the Section 4366 and Table18 of the BS 5950-12000 (95)

mLT = 0 2015 05 015

0 442 3 4

max

++ +

geM M M

MmLTbut

mLT = 10 for cantilever member

mLT = 10 for the destabilizing load

whereMmax = absolute value of maximum major axis moment (Z axis moment)

in the unbraced segmentM2 = absolute value of major axis moment (Z axis moment) at quarter

point of the unbraced segmentM3 = absolute value of major axis moment (Z axis moment) at

centerline of the unbraced beam segmentM4 = absolute value of major axis moment (Z axis moment) at three-

quarter point of the unbraced beam segment

When computing the default value of mLT the compression flange is assumedto be laterally supported (ie braced) only at the member ends In cases where theactual unbraced length is different than the eccentric member length (start to end ofthe member) the user should specify a value for the parameter lsquomLTrsquo A value of10 is always conservative and may be used in either of the preceding cases

NOTE when no value is specified for this parameter and the user-specifiedvalue for the parameter lsquoLLTrsquo is not equal to the eccentric memberlength a value of 10 is assumed


Rev T 00BS59503 - 16 V2

my Computed Alternative value

Parameter lsquomyrsquo corresponds to the factor my and is the equivalent uniformmoment factor for flexural buckling used in the member buckling resistanceequations Section 4833 of the BS 5950-12000 (95) my is a modification factorfor non-uniform moment diagram when both ends of the beam segment are braced

my is calculated based on the minor axis moments over the segment length Ly Ly isthe segment length between restraints against flexural buckling about the minor axis(see parameter lsquoLYrsquo) Factor my is used in the combined buckling resistanceequations (Section 4833 and Table 26 of the BS 5950-12000)

my = 0 201 0 6 01 082 3 4 24

max max+

+ +ge

M M MM

mM

Mybut

mdash if sway mode (sidesway) permitted about the Y axis my $ 085see parameter SDSWAYY A value of YES for parameter SDSWAYYindicates that sidesway is permitted

whereMmax = absolute value of maximum minor axis moment (Y axis moment)

in the unbraced segmentM2 = value of minor axis moment (Y axis moment) at quarter point of

the unbraced segmentM3 = value of minor axis moment (Y axis moment) at centerline of the

unbraced beam segmentM4 = value of minor axis moment (Y axis moment) at three-quarter

point of the unbraced beam segmentM24 = absolute value of maximum minor axis moment (Y axis moment)

in the central half of the segment (maximum moment between M2

(quarter point) and M4 (three-quarter point) location)

mdash if M2 M3 and M4 are all lie on the same side of the axis (all moments arepositive or negative) their value all taken as positive

mdash if M2 M3 and M4 lie both sides of the axis (some positive and somenegative moments) the side leading to the larger value of my is taken asthe positive side


V2 00BS59503 - 17 Rev T

When computing the default value of my the member is assumed to besupported (ie braced) only at the member ends In cases where the actual unbracedlength is different than the eccentric member length (start to end of the member) theuser should specify a value for the parameter lsquomyrsquo A value of 10 is alwaysconservative and may be used in either of the preceding cases

NOTE when no value is specified for this parameter and the user-specified valuefor the parameter lsquoLYrsquo is not equal to the eccentric member length a valueof 10 is assumed

myz Computed Alternative value

Parameter lsquomyzrsquo corresponds to the factor myz and is the equivalent uniformmoment factor for lateral flexural buckling used in the member out-of-plane bucklingresistance equations Section 4833 of the BS 5950-12000 (95) myz is amodification factor for non-uniform moment diagram when both ends of the beamsegment are braced myz is calculated based on the minor axis moments over thesegment length Lz Lz is the segment length between restraints against flexuralbuckling about the major axis (see parameter lsquoLZrsquo) Factor myz is used in thecombined buckling resistance equations (Section 4833 of the BS 5950-12000)

myz = 0 201 0 6 01 082 3 4 24

max max+

+ +ge

M M MM

mM

Myzbut

mdash if sway mode (sidesway) permitted about the Z axis (in-plane)myz $ 085see parameter SDSWAYZ A value of YES for parameter SDSWAYZindicates that sidesway is permitted





point of the unbraced beam segment


Rev T 00BS59503 - 18 V2

0 201 0 6 01 082 3 4 24

max max+

+ +ge

M M MM

mM

Mzbut

M24 = absolute value of maximum minor axis moment (Y axis moment)in the central half of the segment (maximum moment between M2




When computing the default value of myz the member is assumed to besupported (ie braced) only at the member ends In cases where the actual unbracedlength is different than the eccentric member length (start to end of the member) theuser should specify a value for the parameter lsquomyzrsquo A value of 10 is alwaysconservative and may be used in either of the preceding cases

NOTE when no value is specified for this parameter and the user-specified valuefor the parameter lsquoLZrsquo is not equal to the eccentric member length avalue of 10 is assumed

mz Computed Alternative value

Parameter lsquomzrsquo corresponds to the factor mz and is the equivalent uniformmoment factor for flexural buckling used in the member buckling resistanceequations Section 4833 of the BS 5950-12000 (95) mz is a modification factorfor non-uniform moment diagram when both ends of the beam segment are bracedmz is calculated based on the major axis moments over the segment length Lz Lz isthe segment length between restraints against flexural buckling about the major axis(see parameter lsquoLZrsquo) Factor mz is used in the combined buckling resistanceequations (Section 4833 of the BS 5950-12000)

mz =

mdash if sway mode (sidesway) permitted about the Z axis (in-plane)mz $ 085see parameter SDSWAYZ A value of YES for parameter SDSWAYZindicates that sidesway is permitted


V2 00BS59503 - 19 Rev T


in the unbraced segmentM2 = value of major axis moment (Z axis moment) at quarter point of

the unbraced segmentM3 = value of major axis moment (Z axis moment) at centerline of the

unbraced beam segmentM4 = value of major axis moment (Z axis moment) at three-quarter

point of the unbraced beam segmentM24 = absolute value of maximum major axis moment (Z axis moment)


(quarter point) and M4 (three-quarter point) location)mdash if M2 M3 and M4 are all lie on the same side of the axis (all moments are

positive or negative) their value all taken as positivemdash if M2 M3 and M4 lie both sides of the axis (some positive and some

negative moments) the side leading to the larger value of mz is taken asthe positive side

When computing the default value of mz the member is assumed to besupported (ie braced) only at the member ends In cases where the actual unbracedlength is different than the eccentric member length (start to end of the member) theuser should specify a value for the parameter lsquomzrsquo A value of 10 is alwaysconservative and may be used in either of the preceding cases




Py Computed Alternate value in active units

FY may be used to specify the design strength of a member rather thanhaving it computed from STEELGRD and GRPNUM When FY is specified for amember its value remains constant irrespective of profile size under consideration


Rev T 00BS59503 - 20 V2

The value of STEELGRD is not considered for such members even if it wasspecified

Pyf Py Alternate value in active units

Parameter Pyf may be used to specify the design strength of the flange WhenPyf is not specified the value for this parameter is assumed to be equal to theparameter Py When a value is specified for this parameter the member is assumedto be a hybrid cross-section

Pyw Py Alternate value in active units

Parameter Pyw may be used to specify the design strength of the web WhenPyw is not specified the value for this parameter is assumed to be equal to theparameter Py When a value is specified for this parameter the member is assumedto be a hybrid cross-section


The modulus of elasticity for a member is multiplied by this factor before usein the design equations of the 00BS5950 code The value of E specified in theCONSTANTS command is not altered when used in analysis commands

REDPy 10 Reduction factor for Py

REDFU allows a user to account for changes in the minimum tensile(ultimate) strength FU of a member such as those which occur at high temperaturesREDFU is multiplied by FU to give the value used for minimum tensile (ultimate)strength

SDSWAYY YES NO

SDSWAYY indicates the presence of sidesway about the Y axis of themember A value of YES indicates that sidesway is permitted this is often referredto as an unbraced frame For braced frames in which sidesway is prevented a valueof NO should be specified Figure 00BS59503-2 illustrates the direction of swayrelative to the column orientation


V2 00BS59503 - 21 Rev T

Figure 00BS59503-2 SIDESWAY Conditions


Rev T 00BS59503 - 22 V2

SDSWAYZ YES NO

SDSWAYZ indicates the presence of sidesway about the Z axis of themember A value of YES indicates that sidesway is permitted this is often referredto as an unbraced frame For braced frames in which sidesway is prevented a valueof NO should be specified Figure 00BS59503-2 illustrates the direction of swayrelative to the column orientation

SECTYPE ROLLED WELDED

This parameter defines the type of a cross-section specified in the structuralmodel The default value of ROLLED indicates that the members are hot rolledcross-sections An alternative value of WELDED for the parameter SECTYPEindicates that the members are welded or cold-formed cross-sections

SHRAREAF Computed COMPUTE TABLE

This parameter is used to specify shear area factor for the computation of theshear area The default or user-specified value of COMPUTE indicates that the sheararea should be computed based on the Section 423 of BS 5950-12000 (95) exceptfor single and double angles Shear area for single and double angles are extractedfrom GTSTRUDL or USER table database A use specified value of TABLE for thisparameter indicates that the shear area from GTSTRUDL or USER table should beused When an alternate value other than COMPUTE or TABLE is specified sheararea is computed as the SHRAREAF times the cross sectional area (Avy = Avz = SHRAREAF times AX)

SimpSupp NO YES

This parameter is used to specify the support condition of the member Toavoid irreversible deformation under serviceability loads the value of Mc should belimited to 12pyZ in the case of a simply supported beam This parameter is used todetermine if the 12pyZ limitation is applicable to the provisions lsquo4252Zrsquolsquo4253Zrsquo lsquo4252Yrsquo and lsquo4253Yrsquo (see Section 4251 of the BS 5950-12000)The default value of NO for this parameter indicates that the member is not simplysupported A user-specified value of YES for this parameter indicates that themember is simply supported and the equations in the provisions lsquo4252Zrsquolsquo4253Zrsquo lsquo4252Yrsquo and lsquo4253Yrsquo are limited to 12pyZ


V2 00BS59503 - 23 Rev T




SLENTEN is the maximum permissible slenderness ratio (Lr) for membersubjected to the axial tension The default is computed as a value of 3000 fortension members An alternate value maybe specified by the user

STEELGRD S235JRG2 Value from Table 00BS59503-4

STEELGRD specifies the grade of steel from which a member is to be madeUsing the value of STEELGRD the design strength (Py) can be correctly determinedThis is particularly important for the higher strength steels since the design strengthdecrease when the thickness t is larger than 16 mm as shown in Table 00BS59503-4


Rev T 00BS59503 - 24 V2

Table 00BS59503-4




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


V2 00BS59503 - 25 Rev T





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

Parameters Used by 00BS5950

Rev T 00BS59503 - 26 V2


GT STRUDL Provisions of 00BS5950

V2 00BS5950 4 - 1 Rev T

00BS59504 Provisions of 00BS5950

This section presents the equations used in 00BS5950 code to determine theacceptability of a profile The equations have been divided into provisions where eachprovision represents a comparison which may be output with the TRACE parameter andorstored with the SUMMARY parameter Provision names used in SUMMARY and TRACEoutput are given and then the equations used in the particular provision are followed Eachprovision is accompanied by a brief description of the check being made and the section ofthe BS 5950-12000 (95) specification on which it is based Conditions which determinewhether or not a provision is to be checked are described before each provision Symbolsparameters and properties used in the provisions have been described in the precedingsections

A special provision ldquoNotCheckrdquo is used to indicate that no profile is available for thedesired grade of steel (STEELGRD) which is large enough to carry the forces acting on themember When this condition occurs no other provisions are checked for the member

The remainder of this section is divided into three (3) subsections Since each shapehas a unique design procedure they are presented in separate subsections as shown below

Shape Subsection

I shapes 00BS595042

Single Angles 00BS595043

Circular Hollow Section (CHS Pipe) 00BS595044

Provisions of 00BS5950 GT STRUDL

Rev T 00BS59504 - 2 V2


GT STRUDL General Nomenclature for 00BS5950

V2 00BS595041 - 1 Rev T

00BS595041 General Nomenclature for 00BS5950

This section defines the symbols used in describing the provisions of the 00BS5950code To minimize confusion the notation of the British Standard BS 5950-12000 (95)specification is used whenever possible Symbols that are determined from parameters areidentified in this section When appropriate the units of a symbol are shown after itsdefinition

A = cross-section area (mm2)= AX

Ae = effective net cross-sectional area (mm2)= (PF) AX

Aeff = effective cross-sectional area (see provisionlsquoAeffrsquo) (mm2)

Ag = AX = gross cross-sectional area (mm2)Avy = shear area in the Y direction (mm2)Avz = shear area in the Z direction (mm2)AX = Ag = cross-sectional area (see property lsquoAXrsquo Section

00BS59502) (mm2)AY = cross-sectional shear area in Y direction (see

property lsquoAYrsquo Section 00BS59502) (mm2)AZ = cross-sectional shear area in Z direction (mm2)a = stiffener spacing Clear distance between

transverse stiffeners (see parameter lsquoarsquo) (mm)B = flange width (mm)

= ZDBF2TF = bT = section property (see Section 00BS59502)b = ZD 2 = flange width (mm)b = LEG2 = length of the shorter leg (mm)bT = BF2TF = ratio of frac12 flange width to flange thickness (ie I

shape)D = overall depth (see property lsquoYDrsquo) (mm)D = OD = outside diameter circular hollow section (CHS

pipe) (mm)d = INTYD = web depth (see provision lsquodTrsquo) (mm)d = LEG1 = length of the longer leg (mm)dt = dt = if this property is not available in the table

database d divided by lsquoWBTKrsquo is used

General Nomenclature for 00BS5950 GT STRUDL

Rev T -00BS595041 - 2 V2

E = modulus of elasticity of steel (see parameterREDE (E = REDEtimes(the analysis constant E)))(MPa)

F = axial tension force (N)= FX

Fc = axial compression (N)FLTK = T = flange thickness (mm)FRLEY = factor used to compute nominal effective

unbraced length about the member Y axisDefault value is equal to 10 (see ParameterlsquoFRLEYrsquo)

FRLEZ = factor used to compute nominal effectiveunbraced length about the member Z axisDefault value is equal to 10 (see ParameterlsquoFRLEYrsquo)

FRLY = fractional form of the parameter lsquoLYrsquo allowsunbraced length to be specified as fractions of thetotal length Used only when lsquoLYrsquo is computed

FRLZ = fractional form of the parameter lsquoLZrsquo allowsunbraced length to be specified as fractions of thetotal length Used only when lsquoLZrsquo is computed

Ft = actual tension force at a section (N)FX = axial section force (positive represents a tensile

force negative represents a compressive force)(N)

FXMIN = smallest magnitude axial force which will beconsidered by the code (see parameter FXMIN)(N)

FY = shear force in member Y direction (N)FYMIN = smallest magnitude shear force in the member Y

direction which will be considered by the code(see parameter FYMIN) (N)

Fvy = actual shear force in member Y direction (N)= FY

Fvz = actual shear force in member Z direction (N)= FZ

FZ = shear force in member Z direction (N)


V2 00BS595041 - 3 Rev T

FZMIN = smallest magnitude shear force in the member Zdirection which will be considered by the code(see parameter FZMIN) (N)

ff = mean longitudinal stress in the smaller flange dueto moment andor axial force (Nmm2)

=FXAX

MZSZ

+

G = shear modulus of steel (see Parameter REDE (G = REDEtimes(the analysis constant G)) (Nmm2)

hs = distance between the shear centers of the flanges(mm)

= YD - FLTKINTYD = section property (see Section 00BS59502) (mm)Ix = IX = J = torsional constant (mm4)Iy = IY = moment of inertia about the member Y axis

(mm4)Iz = IZ = moment of inertia about the member Z axis

(mm4)J = IX = torsional constant (mm4)KLr = Klr = controlling slenderness ratioKy = KY = effective length factor about the member Y axis

(see parameter KY)Kz = KZ = effective length factor about the member Z axis

(see parameter KZ)Lr = limiting slenderness ratio for tension memberLE = effective length for lateral-torsional buckling (see

provision lsquoLErsquo) (mm)LEG1 = length of the single angle longer leg (see property

lsquoLEG1rsquo Section 00BS59502) (mm)LEG2 = length of the single angle shorter leg (see property

lsquoLEG2rsquo Section 00BS59502) (mm)LEy = nominal effective unbraced length about the

member local Y axis (mm)= FRLEY timesLy

LEz = nominal effective unbraced length about themember local Z axis (mm)

= FRLEZ timesLz


Rev T -00BS595041 - 4 V2

Lx = LX = unbraced length for torsional buckling about themember X axis (mm)

Ly = LY = actual unbraced length about the member Y axis(see parameters LY and FRLY) (mm)

Lz = LZ = actual unbraced length about the member Z axis(see parameters LZ and FRLZ) (mm)

lr = actual slenderness ratio for tension memberMb = buckling resistance moment (see provision

lsquo4364) (Nndashmm)Mcy = moment capacity about the minor axis (Y axis) in

the absence of axial load (see provisionslsquo4252Yrsquo or lsquo4253Yrsquo) (Nndashmm)

Mcz = moment capacity about the major axis (Z axis) inthe absence of axial load (see provisionslsquo4252Zrsquo or lsquo4253Zrsquo) (Nndashmm)

MLT = maximum major axis (Z axis) moment in thesegment length Lx governing Mb (Nndashmm)

Mpf = plastic moment capacity of the smaller flangeabout its own equal area axis perpendicular to theplane of the web determined using pyf (Nndashmm)

= pyf ( FLTK times ZD2 2 )Mpw = plastic moment capacity of the smaller web about

its own equal area axis perpendicular to the planeof the web determined using pyw (Nndashmm)

= pyw ( INTYD times WBTK2 4 )Mry = minor axis (Y axis) reduced plastic moment

capacity in the presence of axial force (seeprovision lsquoMryrsquo) (Nndashmm)

Mrz = major axis (Z axis) reduced plastic momentcapacity in the presence of axial force (seeprovision lsquoMrzrsquo) (Nndashmm)

My = actual moment about the minor axis (Y axis) atthe section (Nndashmm)

= MYMY = actual moment about the member Y axis (Nndashmm)MYMIN = smallest magnitude member Y axis moment

which will be considered by the code (see param-eter MYMIN) (Nndashmm)


V2 00BS595041 - 5 Rev T

Mz = actual moment about the major axis (Z axis) at thesection (Nndashmm)

= MZMZ = actual moment about the member Z axis

(Nndashmm)Mzmax = maximum major axis (Z axis) moment in the

segment (Nndashmm)MZMIN = smallest magnitude member Z axis moment which

will be considered by the code (see parameterMZMIN) (Nndashmm)

mLT = equivalent uniform moment factor for lateral-torsional buckling (see parameter lsquomLTrsquo)

my = equivalent uniform moment factor about the Yaxis (minor axis) (see parameter lsquomyrsquo)

myz = equivalent uniform moment factor for lateralflexural buckling (see parameter lsquomyzrsquo)

mZ = equivalent uniform moment factor about the Zaxis (major axis) (see parameter lsquomzrsquo)

OD = outside diameter circular hollow section (CHSpipe) (see property lsquoODrsquo Section 00BS59502)(mm)

Pc = smaller value of Pcy and Pcz (see provision lsquoC1Pcyrsquo and lsquoC1 Pczrsquo) (N)

PF = factor to compute the net area for memberssubject to axial tension default value equal to 10(see parameter lsquoPFrsquo)

Pt = limiting tension capacity (N)Pv = shear capacity (see provision lsquo423 Yrsquo) (N)

= 06 py AvPvy = shear capacity (see provision lsquo423 Yrsquo) (N)Pvz = shear capacity (see provision lsquo423 Zrsquo) (N)Py = py = this is the parameter lsquoPyrsquo for specifying the

design strength of steel (Nmm2)Pyf = pyf = this is the parameter lsquoPyfrsquo for specifying the

design strength of the flange If a value for theparameter lsquoPyfrsquo is not specified value ofparameter lsquoPyrsquo is used (Nmm2)


Rev T -00BS595041 - 6 V2

Pyw = pyw = this is the parameter lsquoPywrsquo for specifying thedesign strength of the web If a value for theparameter lsquoPywrsquo is not specified value ofparameter lsquoPyrsquo is used (Nmm2)

pb = bending strength for resistance to lateral-torsionalbuckling (see provision lsquoB21) (Nmm2)

pcy = compressive strength about the Y axesComputation of compression resistance pcy isshown in the provisions lsquoC1 Pcyrsquo (Nmm2)

pcz = compressive strength about the Z axesComputation of compression resistance pcz isshown in the provisions lsquoC1 Pczrsquo (Nmm2)

pcsy = value of pcy for a reduced slenderness of8(AeffAg)05 in which 8y is based on the radius ofgyration ry of the gross cross-sectionComputation of compression resistance pcy isshown in the provisions lsquoC1 Pcyrsquo (Nmm2)

pcsz = value of pcz for a reduced slenderness of8(AeffAg)05 in which 8z is based on the radius ofgyration rz of the gross cross-sectionComputation of compression resistance pcz isshown in the provisions lsquoC1 Pczrsquo (Nmm2)

pcyr = compressive strength about principal Y axesThis value is computed for unequal leg singleangle with class 4 slender cross-section Reduceddesign strength pyr is used for the computation ofthe pcyr Computation of compression resistancepcy is shown in the provisions lsquoC1 Pcyrsquo

pczr = compressive strength about principal Z axes Thisvalue is computed for unequal leg single anglewith class 4 slender cross-section Reduceddesign strength pzr is used for the computation ofthe pczr Computation of compression resistancepcz is shown in the provisions lsquoC1 Pczrsquo

pE = (B2 E 8LT2)

py = Py = design strength of steel This is the parameterlsquoPyrsquo (Nmm2)


V2 00BS595041 - 7 Rev T

pyf = Pyf = design strength of the flange This is theparameter lsquoPyfrsquo (Nmm2)

pyr = reduced design strength for a cross-section thathas a class 4 slender web (see provision lsquoPyrrsquo)(Nmm2)

pyrAxial = reduced design strength for a member under axialcompression with a class 4 slender cross-section(see provision lsquoPyrAxialrsquo) (Nmm2)

pyrBending = reduced design strength for a member undercompression due to bending with a class 4 slendercross-section (see provision lsquoPyrBendrsquo)

pyw = Pyw = design strength of the web This is the parameterlsquoPywrsquo (Nmm2)

qw = shear buckling strength of the web (Annex H1 ofBS 5950-12000) (Nmm2)

ry = RY = radius of gyration about the member Y axis (seeproperty lsquoRYrsquo Section 00BS59502) (mm)

rz = RZ = radius of gyration about the member Z axis (seeproperty lsquoRZrsquo Section 00BS59502) (mm)

SECTYPE = parameter to indicate that the cross-section isrolled or welded shape (see parameter SECTYPE)

SLENTEN = maximum permissible slenderness ratio (Lr) formember subjected to axial tension

SLENCOMP = maximum permissible slenderness ratio (KLr) formember subjected to axial compression Defaultvalue is 180

Srz = reduced plastic modulus about the major axes (Zaxis) (mm3)

SY = Zy = section modulus about the member local Y axis(see property lsquoSYrsquo Section 00BS59502) (mm3)

SZ = Zz = section modulus about the member local Z axis(see property lsquoSZrsquo Section 00BS59502) (mm3)

Sy = ZY = plastic modulus about the minor axis (local Y axis(see property lsquoZYrsquo Section 00BS59502) (mm3)

Syeff = effective plastic modulus of the section about theY axis (see provision lsquoSyeffrsquo) (mm3)


Rev T -00BS595041 - 8 V2

Sz = ZZ = plastic modulus about the major axis (local Zaxis) (see property lsquoZZrsquo Section 00BS59502)(mm3)

Szeff = effective plastic modulus of the section about theZ axis (see provision lsquoSzeffrsquo) (mm3)

Svz = plastic modulus of the shear area in Z direction(mm3)

= (D2 t) 4 for rolled I and H sections= (d2 t) 4 for welded I and H sections

T = FLTK = flange thickness (see property lsquoFLTKrsquo Section00BS59502) (mm)

THICK = thickness of the single angle (see propertylsquoTHICKrsquo Section 00BS59502) (mm)

THICK = thickness circular hollow section (CHS pipe) (seeproperty lsquoTHICKrsquo Section 00BS59502) (mm)

t = WBTK = web thickness (see property lsquoWBTKrsquo Section00BS59502) (mm)

t = THICK = thickness of the single angle (mm)t = THICK = thickness circular hollow section (CHS pipe)

(mm)u = buckling parameter of a cross-section (see

provision lsquoursquo)Vw = shear buckling resistance based on simplified

method see provision 4452 (Section 4452 ofBS 5950-12000) (N)

= d t qw

v = slenderness factor for a beam (see provision lsquovrsquo)WBTK = t = web thickness (see property lsquoWBTKrsquo Section

00BS59502) (mm)x = torsional index of a cross-section (see provision

lsquoxrsquo)YC = centroid of the cross-section The positive Y

direction distance from the local Z axis to theextreme fiber along the local Y axis (half of theprofile depth) (see property lsquoYCrsquo Section00BS59502) (mm)

YD = cross-section depth ( see property lsquoYDrsquo Section00BS59502) (mm)


V2 00BS595041 - 9 Rev T

ZC = positive member Z direction distance from themember Y axis to the extreme fiber along themember Z axis (see property lsquoZCrsquo Section00BS59502) (mm)

ZD = flange width (see property lsquoZDrsquo Section00BS59502) (mm)

ZY = Sy = plastic modulus about the member local Y axis(see property lsquoZYrsquo Section 00BS59502) (mm3)

Zy = SY = section modulus about the minor axis (local Yaxis) (see property lsquoSYrsquo Section 00BS59502)(mm3)

Zyeff = effective elastic modulus of the section about theY axis (see provision lsquoZyeffrsquo) (mm3)

ZZ = Sz = plastic modulus about the member local Z axis(see property lsquoZZrsquo Section 00BS59502) (mm3)

Zz = SZ = section modulus about the major axis (local Zaxis) (see property lsquoSZrsquo Section 00BS59502)(mm3)

Zzeff = effective elastic modulus of the section about theZ axis (see provision lsquoZzeffrsquo) (mm3)

LT = robertson constant$W = see provision lsquoBetaWrsquo for this ratio$ = Dt$1 = dt$2 = (b+d)t$3 = limiting value for Dt for a class 3 semi-compact

cross-section$31 = limiting value for dt for a class 3 semi-compact$32 = limiting value for (b+d)t for a class 3 semi-

compact$2f = limiting value for bT for a class 2 compact flange$3f = limiting value for bT for a class 3 semi-compact

flange$2w = limiting value for dt for a class 2 compact web$3w = limiting value for dt for a class 3 semi-compact

web( = (1 IyIz)


Rev T -00BS595041 - 10 V2

g = ( )2750 5

pyf

= ( )2750 5

p y

X = value of the parameter lsquoCODETOLrsquo divided by100

0LT = Perry factor coefficient for lateral torsionalbuckling (see provision lsquoB22)

8L0 = limiting equivalent slenderness8LT = equivalent slenderness (see provision lsquoLamdaLTrsquo)8y = LE ry

B = constant pi value of 31415927 is used hereDy = shear reduction factorDz = shear reduction factor

GT STRUDL 00BS5950 Provisions for I shapes

V2 00BS595042 - 1 Rev T

00BS595042 00BS5950 Provisions for I shapes

Section Classification - I shapes

bT (Limiting flange width to thickness ratio bT BS 5950-12000 Section35 and Table 11)

The bT section classification for I-shapes is done using the following tables

For SECTYPE = ROLLED

bTRolled Sections

Flange ClassificationRolled Sections

bT 9g Class 1 Plastic

bT 10g Class 2 Compact

bT 15g Class 3 Semi-Compact

bT gt 15g Class 4 Slender

For SECTYPE = WELDED

bTWelded Sections

Flange ClassificationWelded Sections





00BS5950 Provisions for I shapes GT STRUDL

Rev T 00BS595042 - 2 V2

WherebT = BF2TF (Property from Table)BF2TF = this is the property taken from the table database

The bT ratio of the flange computed as frac12 theflange width (property lsquoZDrsquo) divided by the flangethickness (property lsquoFLTKrsquo) If this property is notavailable frac12 the flange width (property lsquoZDrsquo)divided by the flange thickness (property lsquoFLTKrsquo)is used

FLTK = flange thickness (Property from Table)py = design strength of steel This is the parameter lsquoPyrsquopyf = design strength of the flange This is the parameter

lsquoPyfrsquo If a value for the parameter lsquoPyfrsquo is notspecified value of parameter lsquoPyrsquo is used

SECTYPE = parameter to indicate that the cross-section is rolledor welded shape

T = flange thickness= FLTK (Property from Table)

ZD = flange width (Property from Table)

g = ( )2750 5

pyf


V2 00BS595042 - 3 Rev T

dt (Limiting web width to thickness ratio dt BS 5950-12000 Section 35and Table 11)

The dt section classification for I-shapes is done using the following table

dt Web ClassificationNeutral axis at mid-depth

dt but $ 40g80

1 1

ε+ r

Class 1 Plastic

dt but $ 40g100

1 15 1

ε+ r

Class 2 Compact

dt but $ 40g120

1 2 2

ε+ r

Class 3 Semi-Compact

dt gt but $ 40g120

1 2 2

ε+ r

Class 4 Slender

WhereFor member under axial compression

FX is negative and FX $ FXMIN

r1 = but -1 lt r1 1| |F

dt pc

yw

r2 =| |F

A pc

g yw

For member under tension or pure bending (no axial force)FX is positive and FX $ FXMIN orFX lt FXMIN and MY $ MYMIN or MZ $ MZMIN

r1 = r2 = 00

Ag = gross cross-sectional area= AX (Property from Table)

d = web depthdt = INTYD WBTKFc = axial compression


Rev T 00BS595042 - 4 V2

FLTK = flange thickness (Property from Table)INTYD = web depth (clear depth of the web) This is the property d

in the BS 5950-12000 code and GTSTRUDL Britishtables contain this value in the database Web depth (cleardepth of the web) is computed as cross-section depthminus twice the flange thickness and minus twice theconnection curve radius between the web and the flangeThis property in other tables like AISC tables have slightlydifferent definition For example INTYD in the AISCtables are defined as the total profile depth (YD) minustwice the flange thickness (FLTK) This property forwelded section is defined as the total profile depth (YD)minus twice the flange thickness (FLTK)

(Property from Table)py = design strength of steel This is the parameter lsquoPyrsquopyf = design strength of the flange This is the parameter lsquoPyfrsquo

If a value for the parameter lsquoPyfrsquo is not specified value ofparameter lsquoPyrsquo is used

pyw = design strength of the web This is the parameter lsquoPywrsquoIf a value for the parameter lsquoPywrsquo is not specified valueof parameter lsquoPyrsquo is used

t = web thickness= WBTK (Property from Table)

WBTK = web thickness (Property from Table)YD = cross-section depth (Property from Table)

g = ( )2750 5

pyf


V2 00BS595042 - 5 Rev T

Aeff (Effective cross-sectional area Aeff BS 5950-12000 Section 3622)

The effective cross-sectional area is computed when eighter the flange (provisionslsquobTrsquo and lsquoClass-Frsquo) or web (provision lsquodtrsquo and lsquoClass-Wrsquo) is a class 4 slender Theeffective cross-section area Aeff is computed based on the effective cross-section as shownin Figure 00BS595042-1

When Provision Class-F = 40 or Class-W = 40

FX is negative compression forceFX $ FXMIN

For Rolled and Welded I-sectiondeff = 2times20tg but dAeff = Ag (d deff) t

For Rolled H-sectionbeff = 2times15Tg but ZDAeff = Ag 2times(ZD beff)T

For Welded H-sectionbeff = 2times13Tg + t but ZDAeff = Ag 2times(ZD beff)T

WhereAg = gross cross-sectional area

= AX (Property from Table)d = web depth See provision lsquodTrsquo for more explanation

= INTYD (Property from Table)FLTK = flange thickness (Property from Table)T = flange thickness

= FLTK (Property from Table)t = web thickness

= WBTK (Property from Table)WBTK = web thickness (Property from Table)


Rev T 00BS595042 - 6 V2

00BS595042-1 Effective cross-section for determining Aeff


V2 00BS595042 - 7 Rev T


g = ( )2750 5

pyf

Syeff (Effective plastic modulus about the minor axis (local Y axis) Syeff BS 5950-12000 Section 3562)

The effective plastic modulus about the minor axis (local Y axis) is computed wheneither the flange (provisions lsquobTrsquo and lsquoClass-Frsquo) or web (provision lsquodtrsquo and lsquoClass-Wrsquo) isless than or equal to class 3 semi-compact

When Provision Class-F 3 and Class-W 3One of the Class-F or Class-W has to be equal to 3

MY $ MYMIN

Syeff = ( )Z S Zb T

y y y

f

f

f

+ minusminus

minus

β

β

β

3

3

2

1

1

Whereb = flange outstand

= ZD 2py = design strength of steel This is the parameter lsquoPyrsquopyf = design strength of the flange This is the parameter lsquoPyfrsquo

If a value for the parameter lsquoPyfrsquo is not specified valueof parameter lsquoPyrsquo is used

SECTYPE = parameter to indicate that the cross-section is rolled orwelded shape

Sy = plastic modulus about the minor axis (Y axis)= ZY (Property from Table)

T = flange thicknessZy = section modulus about the minor axis (Y axis)

= SY (Property from Table)


Rev T 00BS595042 - 8 V2

$2f = limiting value for bT for a class 2 compact flange= 10g for rolled section (parameter SECTYPE =

ROLLED)= 9g for welded section (parameter SECTYPE =

WELDED)$3f = limiting value for bT for a class 3 semi-compact flange

= 15g for rolled section (parameter SECTYPE =ROLLED)

= 13g for welded section (parameter SECTYPE =WELDED)

g = ( )2750 5

pyf

Szeff (Effective plastic modulus about the major axis (local Z axis) Szeff BS5950-12000 Section 3562)

The effective plastic modulus about the major axis (Z axis) is computed when eitherthe flange (provisions lsquobTrsquo and lsquoClass-Frsquo) or web (provision lsquodtrsquo and lsquoClass-Wrsquo) is lessthan or equal to class 3 semi-compact


MZ $ MZMIN

Szeff = ( )Z S Zd t

z z z

w

w

w

+ minus

minus

minus

β

ββ

32

3

2

2

1

1

but

Szeff ( )Z S Zb T

z z z

f

f

f

+ minusminus

minus

β

β

β

3

3

2

1

1


V2 00BS595042 - 9 Rev T

Whered = web depth See provision lsquodTrsquo for more explanationSz = plastic modulus about the major axis (Z axis)

= ZZ (Property from Table)t = web thickness

= WBTK (Property from Table)Zz = section modulus about the major axis (Z axis)$2w = limiting value for dt for a class 2 compact web

= but $ 40g100

1 15 1

ε+ r

$3w = limiting value for dt for a class 3 semi-compact web

= but $ 40g120

1 2 2

ε+ r

Symbols b py pyf SECTYPE T $2f $3f and g are defined in the provisionlsquoSyeffrsquo

Symbols r1 and r2 are defined in the provision lsquodtrsquo

Zyeff (Effective minor axis section modulus Zyeff about the local Y axis forrolled and welded H-sections BS 5950-12000 Section 3623)

The effective section modulus is computed when the flange (provisions lsquobTrsquo andlsquoClass-Frsquo) is a class 4 slender and the web (provision lsquodtrsquo and lsquoClass-Wrsquo) is not a class 4slender The provision is applicable to rolled and welded H-sections only The effectiveminor axis (Y axis) section modulus Zyeff for the H-section is computed based on theeffective cross-section as shown in Figure 00BS595042-2

When Provisions Class-F = 40 and Class-W 30

Compute centroid of the cross-section Zceff based on the effective cross-sectionproperty

beff = 15Tg for Rolled H-section= 13Tg + t2 for Welded H-section


Rev T 00BS595042 - 10 V2

00BS595042-2 Effective cross-section web fully effective for determining Zyeff andZzeff


V2 00BS595042 - 11 Rev T

A1 = 2 times beff times FLTK times (beff2)A2 = (YD 2timesFLTK) times WBTK times beff

A3 = 2 times (ZD2) times FLTK times ((ZD4) + beff)A4 = 2 times beff times FLTK + (YD 2timesFLTK) times WBTK + 2 times (ZD2) times

FLTK

Zceff =A A A

A1 2 3

4

+ +

Compute effective minor axis moment of inertia about the Y axis

B1 =2

3

3times timesFLTK beff

bt = ZD Zceff ((ZD2) beff)

B2 =2

3

3times timesFLTK bt

B3 = ( )INTYD WBTKINTYD WBTK ZD bt

times+ times minus

32

122( )

IYeff = B1 + B2 + B3

Compute effective minor axis section modulus about the Y axis

Zyeff =IYZ

eff

c eff

WhereFLTK = flange thickness (Property from Table)T = flange thickness


= WBTK (Property from Table)WBTK = web thickness (Property from Table)YC = centroid of the cross-section The positive Y direction

distance from the local Z axis to the extreme fiber along thelocal Y axis (half of the profile depth)


Rev T 00BS595042 - 12 V2

YD = cross-section depth (Property from Table)ZD = flange width (Property from Table)

g = ( )2750 5

pyf

Zzeff (Effective major axis section modulus Zzeff about the local Z axis forrolled and welded H-sections BS 5950-12000 Section 3623)

The effective section modulus is computed when the flange (provisions lsquobTrsquo andlsquoClass-Frsquo) is a class 4 slender and the web (provision lsquodtrsquo and lsquoClass-Wrsquo) is not a class 4slender The provision is applicable to rolled and welded H-sections only The effectivemajor axis (local Z axis) section modulus Zzeff for the H-section is computed based on theeffective cross-section as shown in Figure 00BS595042-2


Compute centroid of the cross-section Yceff based on the effective cross-sectionproperty

ZDeff = 2times15Tg for Rolled H-section= 2times13Tg + t for Welded H-section

A1 = ZDeff times FLTK times (FLTK2)A2 = (YD 2timesFLTK) times WBTK times (FLTK + (YD 2timesFLTK) 2)A3 = ZD times FLTK times (YD FLTK2)A4 = ZDeff times FLTK + (YD 2timesFLTK) times WBTK + ZD times FLTK

Yceff =A A A

A1 2 3

4

+ +

Compute effective major axis moment of inertia about the local Z axis

B1 =ZD FLTK

ZD FLTK Y FLTKeffeff c eff

times+ times times minus

32

122( )

B2 =ZD FLTK

ZD FLTK YC Y FLTKc eff

times+ times times minus minus

32

122(( ) )

B3 =WBTK Y FLTKc efftimes minus( )

3

3

B4 =WBTK YD Y FLTKc efftimes minus minus(( ) )

3

3


V2 00BS595042 - 13 Rev T

IZeff = B1 + B2 + B3 + B4

Compute effective major axis section modulus about the local Z axis

Zzeff =IZY

eff

c eff






g = ( )2750 5

pyf


Rev T 00BS595042 - 14 V2

Pyr (Reduced design strength pyr when web is class 4 slender BS 5950-12000 Section 365)

When the web of a cross-section is a class 4 slender a reduced design strength pyr iscomputed at which the web of the cross-section would be a class 3 semi-compact

When Provision Class-W = 40

pyr = ( )β β3

2py

Whered = web depth See provision lsquodTrsquo for more explanationt = web thickness

= WBTK (Property from Table)$ = dt$3 = limiting value for dt for a class 3 semi-compact web

= but $ 40g120

1 2 2

ε+ r

Symbols py r2 and g are defined in the provision lsquodtrsquo


V2 00BS595042 - 15 Rev T

Class-F (Section classification of the flange BS 5950-12000 Section 35Table 11)

The lsquoClass-Frsquo provision is used to summarize the results of the flange width tothickness ratio bT check (see provision lsquobTrsquo) The value of lsquoClass-Frsquo indicates theclassification of the flange The Table 00BS595042-1 shows the classification values

Table 00BS595042-1

Flange Classification Provision lsquoClass-Frsquo for 00BS5950 Code

Value of lsquoClass-Frsquo 00BS5950 Flange Classifications

1 Class 1 Plastic

2 Class 2 Compact

3 Class 3 Semi-Compact

4 Class 4 Slender


Rev T 00BS595042 - 16 V2

Class-W (Section classification of the web BS 5950-12000 Section 35 andTable 11)

The lsquoClass-Wrsquo provision is used to summarize the results of the web width tothickness ratio dt check (see provision lsquodtrsquo) The value of lsquoClass-Wrsquo indicates theclassification of the web The Table 00BS595042-2 shows the classification values

Table 00BS595042-2

Web Classification Provision lsquoClass-Wrsquo for 00BS5950 code

Value of lsquoClass-Wrsquo 00BS5950 Web Classifications

1 Class 1 Plastic

2 Class 2 Compact


4 Class 4 Slender


V2 00BS595042 - 17 Rev T

Axial Tension - I shapes

For I shapes subjected to axial tension ie FX is positive and FX $ FXMIN thefollowing provisions are checked

Lr (Maximum slenderness ratio Lr BS 5950-12000)

Actual lr = Maximum Lr

Lr

y

y

z

z

Limiting Lr = SLENTEN If user specifies a value forSLENTEN this provision ischecked

WhereLy = actual unbraced length about the member local Y axis (see

parameters lsquoLYrsquo and lsquoFRLYrsquo)Lz = actual unbraced length about the member local Z axis (see

parameters lsquoLZrsquo and lsquoFRLZrsquo)ry = radius of gyration about the member Y axis (see property

lsquoRYrsquo)rz = radius of gyration about the member Z axis (see property

lsquoRZrsquo)SLENTEN = maximum permissible slenderness ration (Lr) for

member subjected to axial tension This is the parameterlsquoSLENTENrsquo


Rev T 00BS595042 - 18 V2

461 T (Tension capacity of a member for gross area BS 5950-12000Section 461)

Actual Tension Force Ft = FX

Limiting Tension Capacity Pt = py Ae

WhereAe = (PF) AXAX = gross cross-sectional area (Property from Table)Ft = actual tension force at a sectionFX = actual axial section force Positive value represents a tensile forcePF = parameter default value equal to 10Pt = limiting tension capacitypy = design strength of steelX = value of the parameter lsquoCODETOLrsquo divided by 100


V2 00BS595042 - 19 Rev T

Axial Compression - I shapes

For I shapes subjected to axial compression ie FX is negative and FX $FXMIN the following provisions are checked

LEr (Maximum slenderness ratio LEr BS 5950-12000 Section 472)

Actual 8 = Maximum Lr

Lr

Ey

y

Ez

z

Limiting 8 = SLENCOMP default value is 180

WhereEFLEY = parameter effective factor value used to compute

nominal effective unbraced length about the member Yaxis Default value is equal to 10

EFLEZ = parameter effective factor value used to computenominal effective unbraced length about the member Zaxis Default value is equal to 10

LEy = nominal effective unbraced length about the member Yaxis

= EFLEY timesLy

LEz = nominal effective unbraced length about the member Zaxis

= EFLEZ timesLz

Ly = actual unbraced length about the member Y axis (seeparameters lsquoLYrsquo and lsquoFRLYrsquo)

Lz = actual unbraced length about the member Z axis (seeparameters lsquoLZrsquo and lsquoFRLZrsquo)

ry = radius of gyration about the member Y axis (seeproperty lsquoRYrsquo)


Rev T 00BS595042 - 20 V2

rz = radius of gyration about the member Z axis (seeproperty lsquoRZrsquo)

SLENCOMP = maximum permissible slenderness ratio (LEr KLr) formember subjected to axial compression This is theparameter lsquoSLENCOMPrsquo

474 (Compression resistance Pc BS 5950-12000 Section 474)

Actual Compression Force Fc = FX

For class 1 plastic class 2 compact or class 3 semi-compact cross-sections

Limiting Compression Capacity Pc = Minimum (Ag pcy Ag pcz)

For class 4 slender cross-sections

Limiting Compression Capacity Pc = Minimum (Aeff pcsy Aeff pcsz)

WhereAeff = effective cross-sectional area see provision lsquoAeffrsquoAg = gross cross-sectional area

= AX (Property from Table)AX = gross cross-sectional area property from tableFX = actual axial section force Negative value represents a

compressive forcepcy pcz = compressive strength about Y and Z axes respectively

Computation of compression resistance pcy and pcz are shownin the provisions lsquoC1 Pcyrsquo and lsquoC1 Pczrsquo

pcsy pcsz = value of pcy and pcz for a reduced slenderness of 8(AeffAg)05 inwhich 8 is based on the radius of gyration r of the gross cross-section Computation of compression resistance pcy and pczare shown in the provisions lsquoC1 Pcyrsquo and lsquoC1 Pczrsquo

X = value of the parameter lsquoCODETOLrsquo divided by 100


V2 00BS595042 - 21 Rev T

C1 Pcy (Computation of compression resistance about the Y and Z axes pcy

C1 Pcz and pcz BS 5950-12000 Section 475 and Annex C1)

Computation of compression resistance pcy and pcz are as follows

Step 1 When maximum thickness of a cross-section is between 40 mm and 50mm the value of the pcy and pcz are computed as the average of the valuesfor thicknesses up to 40 mm and over 40 mm for the relevant value of py

40 mm lt Maximum thickness 50 mm

Maximum thickness = maximum of ( FLTK WBTK )FLTK = flange thickness (Property from Table)WBTK = web thickness (Property from Table)

a Compute pcy and pcz based on the thickness less than and equal to 40mm This is steps 2 to 8 for thickness less than and equal to 40mmI Design strength py is computed according to the thickness less

than or equal to 40 mmii Robertson constant is computed based on the thickness less

than or equal to 40 mm (see step 7)

b Compute pcy and pcz based on the thickness greater than 40 mmThis is steps 2 to 8 for thickness greater than 40 mmI Design strength py is computed according to the thickness

greater than 40 mmii Robertson constant is computed based on the thickness

greater than 40 mm (see step 7)

c Average between the pcy computed from the a and b above

pcy =( ) ( )p pcy t mm from a cy t mm from ble gt

+40 40

2

d Average between the pcz computed from the a and b above


Rev T 00BS595042 - 22 V2

pcz =( ) ( )p pcz t mm from a cz t mm from ble gt

+40 40

2

Step 2 Compute reduced slenderness for class 4 slender cross-section (BS 5950-12000 Section 474)

When provision Class-F = 4

8y = 8y(AeffAg)05

8z = 8z(AeffAg)05

When provision Class-W = 4

py = pyr

Step 3 For welded I or H sections reduce value of py (design strength) by 20Nmm2 (BS 5950-12000 Section 475) This reduction is applicableonly to this provision

If parameter SECTYPE = WELDED

py = py 200


V2 00BS595042 - 23 Rev T

Step 4 Compute Euler compressive strength (BS 5950-12000 Annex C1)

pEy =π

λ

2

2E

y

pEz = π

λ

2

2E

z

Step 5 Compute limiting slenderness 80 (BS 5950-12000 Annex C2)

80 = 02 (B2 E py)05

Step 6 Compute the Robertson Constant (BS 5950-12000 Annex C2)

For Rolled I-sectionsWhen maximum thickness 40 mm

y = 35 curve bz = 20 curve a

When maximum thickness gt 40 mmy = 55 curve cz = 35 curve b

For Rolled H-sectionsWhen maximum thickness 40 mm

y = 55 curve cz = 35 curve b

When maximum thickness gt 40 mmy = 80 curve dz = 55 curve c

For Welded I or H-sectionsWhen maximum thickness 40 mm



Rev T 00BS595042 - 24 V2

When maximum thickness gt 40 mmy = 80 curve dz = 35 curve b

Step 7 Compute the Perry factor (BS 5950-12000 Annex C2)

0y = y (8y 80) 1000 but 0y $ 0

0z = z (8z 80) 1000 but 0z $ 0

Where y and z are the Robertson Constant shown in the Step 6 above

Step 8 Compute the compressive strength pcy and pcz (BS 5950-12000 AnnexC1)

pcy =( )

p p

p p

Ey y

y y Ey yφ φ+ minus2 0 5

pcz =( )

p p

p p

Ez y

z z Ez yφ φ+ minus2 0 5

Where

Ny =p py y Ey+ +( )η 1

2

Nz =p py z Ez+ +( )η 1

2Aeff = effective cross-sectional area see provision lsquoAeffrsquoAg = gross cross-sectional area

= AX (Property from Table)E = modulus of elasticity of steelpy = design strength of steel

Symbols LEy LEz ry rz 8y and 8z are defined in the provision lsquoLEr


V2 00BS595042 - 25 Rev T

Shear Stresses - I shapes

The following provision is checked when a shear force in the member Y direction ispresent ie FY $ FYMIN

423 Y (Shear capacity in Y direction BS 5950-12000 Section 423)

Actual shear force Fvy = FY

Limiting shear capacity Pvy = 06 py Avy

WhereAvy = shear area in the Y directionWhen value of the parameter lsquoSHRAREAFrsquo is equal to default value oflsquoComputedrsquo or lsquoCOMPUTErsquo

Avy = t D for rolled I and H sections= t d for welded I and H sections

D = overall depth= YD (Property from Table)

d = depth of the web= INTYD (Property from Table)

FY = shear force in member Y directionINTYD = clear depth of the web (Property from Table)t = web thickness

= WBTK (Property from Table)

When value for the parameter lsquoSHRAREAFrsquo is equal to lsquoTABLErsquoAvy = AYAY = shear area from Table (Property from Table)

When a value (a number) has been specified for the parameter lsquoSHRAREAFrsquoAvy = SHRAREAF times Ag




Rev T 00BS595042 - 26 V2

4452 (Shear buckling check Simplified method BS 5950-12000 Section4452 and Annex H1)

This provision is checked when the value for the parameter lsquoMETHODrsquo is equal tolsquoSIMPLIFYrsquo or lsquoBOTHrsquo

When dt gt 70 g = 70 (275 py)05 for rolled I and H sections

dt gt 62 g = 62 (275 py)05 for welded I and H sections


Limiting shear buckling capacity Vb = Vw = d t qw

Whered = depth of the web See provision lsquodTrsquo for more explanationFY = shear force in member Y directionpy = design strength of steelqw = shear buckling strength of the web (Annex H1 of BS 5950-

12000)t = web thickness

= WBTK (Property from Table)X = value of the parameter lsquoCODETOLrsquo divided by 100

Shear buckling strength qw is calculated as follows (Annex H1 of BS 5950-12000)

For Rolled I and H-SectionsIf 8w 09

qw = pv

If 8w gt 09qw = 09 pv 8w


V2 00BS595042 - 27 Rev T

For Welded I and H-SectionsIf 8w 08

qw = pv

If 08 lt 8w lt 125qw = [(1348 56 8w)9] pv

If 8w $ 125qw = 09 pv 8w

Wherepv = 06 pyw

8w = [ pv qe ]05

If ad 1

qe =( )

0 751 1000

2

2

+

a d d t

If ad gt 1

qe = ( )1

0 75 10002

2

+

a d d t

Wherea = stiffener spacing

= parameter lsquoarsquod = depth of the web See provision lsquodTrsquo for more

explanationpyw = design strength of the web

= parameter lsquoPywrsquot = web thickness



Rev T 00BS595042 - 28 V2

4453 (Shear buckling check More exact method BS 5950-12000Sections 4453 4452 and Annex H1)

This provision is checked when the value for the parameter lsquoMETHODrsquo is equal tolsquoEXACTrsquo or lsquoBOTHrsquo




If the flange of the panel are fully stressed (ff = pyf)


If the flanges are not fully stressed (ff lt pyf)

Limiting shear buckling capacity Vb = Vw + Vf but Vb Pv

Where

Vf =( ) ( )

( )P d a f p

M M

v f yf

pw pf

1

1 015

2minus

+

If ff gt pyf then Vf = 00a = stiffener spacing

= parameter lsquoarsquoAX = gross cross-sectional area (Property from Table)d = depth of the web See provision lsquodTrsquo for more explanationff = mean longitudinal stress in the smaller flange due to moment

andor axial force

=FXAX

MZSZ

+

FLTK = flange thickness (Property from Table)


V2 00BS595042 - 29 Rev T

FX = actual axial section forceINTYD = clear depth of the web (Property from Table)Mpf = plastic moment capacity of the smaller flange about its own

equal area axis perpendicular to the plane of the webdetermined using pyf

= pyf ( FLTK times ZD2 2 )Mpw = plastic moment capacity of the smaller web about its own

equal area axis perpendicular to the plane of the webdetermined using pyw

= pyw ( INTYD times WBTK2 4 )MZ = actual moment at a section about the member Z axisPv = shear capacity see provision lsquo423 Yrsquo

= 06 py Avy

pyf = design strength of the flange= parameter lsquoPyfrsquo

pyw = design strength of the web= parameter lsquoPywrsquo

qw = shear buckling strength (see provision 4452)SZ = section modulus about the Z axis (Property from Table)Vw = shear buckling resistance based on simplified method see

provision 4452 (Section 4452 of BS 5950-12000)= d t qw

WBTK = web thickness (Property from Table)ZD = flange width (Property from Table)X = value of the parameter lsquoCODETOLrsquo divided by 100


Rev T 00BS595042 - 30 V2

The following provision is checked when a shear force in the member Z direction ispresent ie FZ $ FZMIN

423 Z (Shear capacity in Z direction BS 5950-12000 Section 423)

Actual shear force Fvz = FZ

Limiting shear capacity Pvz = 06 py Avz

WhereAvz = shear area in the Z directionWhen value of the parameter lsquoSHRAREAFrsquo is equal to default value oflsquoComputedrsquo or lsquoCOMPUTErsquo

Avz = 20 timesFLTKtimesZDFLTK = flange thickness (Property from Table)ZD = flange width (Property from Table)

When value for the parameter lsquoSHRAREAFrsquo is equal to lsquoTABLErsquoAvz = AZAZ = shear area from Table (Property from Table)

When a value (a number) has been specified for the parameterlsquoSHRAREAFrsquo This option only applicable to shear area in the Y direction(see provision lsquo423 Yrsquo)

Avz = AZ

FZ = shear force in the member Z directionpy = design strength of steelX = value of the parameter lsquoCODETOLrsquo divided by 100


V2 00BS595042 - 31 Rev T

Z Axis Bending - I shapes

For I shapes subjected to strong axis bending moment (about the Z axis) ie MZ$ MZMIN the following provisions are checked for the compression and tension flangeFigures 00BS595042-3 (a) and (b) illustrate member Z axis bending stresses

4252Z (Moment capacity about the Z axis with low shear force BS 5950-12000 Section 4252)

This provision is checked when the shear force Fvy does not exceed 60 of the shearcapacity Pvy Fvy 06 Pvy

Actual Moment Mcz = MZ

For class 1 plastic or class 2 compact cross-sections

Limiting Moment Capacity Mcz = py Sz but 15 py Zz

or 12 py Zz for a simply supportedbeam or a cantileverbeam

For class 3 semi-compact cross-sections

Limiting Moment Capacity Mcz = py Zz or= py Szeff

For when the flange is a class 4 slender and the web is not a class 4 slender


Limiting Moment Capacity Mcz = py Zzeff


Rev T 00BS595042 - 32 V2

Figure 00BS595042-3 Bending Stresses for I Shapes


V2 00BS595042 - 33 Rev T

For when the web is a class 4 slender

When Provisions Class-W = 40 and Class-F 30

Limiting Moment Capacity Mcz = pyr Zz

When Provisions Class-W = 40 and Class-F = 40

Limiting Moment Capacity Mcz = Minimum of (pyr Zz py Zzeff)

WhereFvy = actual shear force in member Y direction

= FYMZ = actual moment at a section about the member Z axisPvy = shear capacity see provision lsquo423 Yrsquopy = design strength of steelpyr = reduced design strength for a cross-section that has a class 4

slender web See provision lsquoPyrrsquoSz = plastic modulus of the section about the Z axis

= ZZ (Property from Table)Szeff = effective plastic modulus of the section about the Z axis see

provision lsquoSzeffrsquoZz = elastic modulus of the section about the Z axis

= SZ (Property from Table)Zzeff = effective elastic modulus of the section about the Z axis see

provision lsquoZzeffrsquoX = value of the parameter lsquoCODETOLrsquo divided by 100


Rev T 00BS595042 - 34 V2

4253Z (Moment capacity about the Z axis with high shear force BS 5950-12000 Section 4253)

This provision is checked when the shear force Fvy exceed 60 of the shear capacityPvyFvy gt 06 Pvy



Limiting Moment Capacity Mcz = py (Sz Dz Svz)

but 15 py Zz



Limiting Moment Capacity Mcz = py (Zz Dz Svz 15) or= py (Szeff Dz Svz)



Limiting Moment Capacity Mcz = py (Zzeff Dz Svz 15)



Limiting Moment Capacity Mcz = pyr (Zz Dz Svz 15)


Limiting Moment CapacityMcz = Minimum of [pyr (Zz Dz Svz 15) py (Zzeff Dz Svz 15)]


V2 00BS595042 - 35 Rev T

WhereD = overall depth

= YD (Property from Table)d = depth of the web

= INTYD (Property from Table)Fvy = shear force in member Y directionINTYD = clear depth of the web (Property from Table)MZ = actual moment at a section about the member Z axisPvy = shear capacity see provision lsquo423 Yrsquopy = design strength of steelpyr = reduced design strength for a cross-section that has a class 4

slender web See provision lsquoPyrrsquoqw = shear buckling strength (see provision 4452)Sz = plastic modulus of the section about the Z axis


provision lsquoSzeffrsquoSvz = plastic modulus of the shear area in Z direction



Vw = shear buckling resistance based on simplified method seeprovision 4452 (Section 4452 of BS 5950-12000)

= d t qw

YD = cross-section depth (Property from Table)Zz = elastic modulus of the section about the Z axis


provision lsquoZzeffrsquo

Dz = shear reduction factor This is the maximum of the next twoequations below

= [2(Fvy Pvy) 1]2 Fvy gt 06Pvy

= [2(Fvy Vw) 1]2 Fvy gt 06Vw



Rev T 00BS595042 - 36 V2

Y Axis Bending - I shapes

For I shapes subjected to weak axis bending moment (about the Y axis) ie MY$ MYMIN the following provisions are checked for the compression and tension flangeFigures 00BS595042-3 (c) and (d) illustrate member Y axis bending stresses

4252Y (Moment capacity about the Y axis with low shear force BS 5950-12000 Section 4252)

This provision is checked when the shear force Fvz does not exceed 60 of the shearcapacity Pvz Fvz 06 Pvz

Actual Moment Mcy = MY


Limiting Moment Capacity Mcy = py Sy but 15 py Zy

or 12 py Zy for a simply supportedbeam or a cantileverbeam


Limiting Moment Capacity Mcy = py Zy or= py Syeff



Limiting Moment Capacity Mcy = py Zyeff


V2 00BS595042 - 37 Rev T



Limiting Moment Capacity Mcy = pyr Zy


Limiting Moment Capacity Mcy = Minimum of (pyr Zy py Zyeff)

WhereFvz = actual shear force in member Z direction

= FZMY = actual moment at a section about the member Y axisPvz = shear capacity see provision lsquo423 Zrsquopy = design strength of steelpyr = reduced design strength for a cross-section that has a class 4

slender web See provision lsquoPyrrsquoSy = plastic modulus of the section about the Y axis

= ZY (Property from Table)Syeff = effective plastic modulus of the section about the Y axis see

provision lsquoSyeffrsquoZy = elastic modulus of the section about the Y axis

= SY (Property from Table)Zyeff = effective elastic modulus of the section about the Y axis see

provision lsquoZyeffrsquoX = value of the parameter lsquoCODETOLrsquo divided by 100


Rev T 00BS595042 - 38 V2

4253Y (Moment capacity about the Y axis with high shear force BS 5950-12000 Section 4253)

This provision is checked when the shear force Fvz exceed 60 of the shear capacityPvzFvz gt 06 Pvz



Limiting Moment Capacity Mcy = py (Sy Dy Svy)

but 15 py Zy



Limiting Moment Capacity Mcy = py (Zy Dy Svy 15) or= py (Syeff Dy Svy)



Limiting Moment Capacity Mcy = py (Zyeff Dy Svy 15)



Limiting Moment Capacity Mcy = pyr (Zy Dy Svy 15)


Limiting Moment Capacity


V2 00BS595042 - 39 Rev T

Mcy = Minimum of [pyr (Zy Dy Svy 15) py (Zyeff Dy Svy 15)]

WhereFvz = shear force in member Z directionMY = the actual moment at a section about the member Y axisPvz = shear capacity see provision lsquo423 Zrsquopy = design strength of steelSy = plastic modulus of the section about the Y axis




provision lsquoZyeffrsquoDy = shear reduction factor

= [2(Fvz Pvz) 1]2

Svy = plastic modulus of the shear area in Y direction = (ZD x ZD x FLTK) 2

FLTK = flange thickness (Property from Table)ZD = flange width (Property from Table)X = value of the parameter lsquoCODETOLrsquo divided by 100


Rev T 00BS595042 - 40 V2

Lateral Torsional Buckling - I shapes

4362 (Lateral-torsional buckling resistance check BS 5950-12000Section 4362)

Actual Moment Mz = MZ

Limiting Moment Capacity Mcz = Mb mLT

WhereMb = buckling resistance moment see provision lsquo4364Mz = major axis (Z axis) moment at the section being code checkedX = value of the parameter lsquoCODETOLrsquo divided by 100

4364 (Buckling resistance moment Mb BS 5950-12000 Section 4364)


Mb = pb Sz


Mb = pb Zz or alternativelyMb = pb Szeff


V2 00BS595042 - 41 Rev T


Mb = pb Zzeff

Wherepb = bending strength for resistance to lateral-torsional buckling see

provision lsquoB21Sz = plastic modulus of the section about the Z axis





B21 (bending strength pb for resistance to lateral-torsional buckling BS 5950-12000 Annex B21)

The bending strength pb for resistance to lateral-torsional buckling is calculated as thesmaller root of

(pE pb)(py pb) = 0LT pE pb

From which the value of pb may be obtained using

pb =( )

p p

p p

E y

LT LT E yφ φ+ minus2 0 5


Rev T 00BS595042 - 42 V2

WherepE = (B2 E 8LT

2)py = design strength

NLT =( )p py LT E+ +η 1

20LT = Perry factor coefficient for lateral torsional buckling see

provision lsquoB228LT = equivalent slenderness see provision lsquoLamdaLTrsquo

B22 (Perry factor 0LT BS 5950-12000 Annex B22)

For rolled sections (parameter SECTYPE = ROLLED)

0LT = LT(8LT 8L0) 1000 but 0LT $ 0

For welded sections (parameter SECTYPE = WELDED)

If 8LT 8L0

0LT = 0

If 8L0 lt 8LT lt 28L0

0LT = 2LT(8LT 8L0) 1000

If 28L0 8LT 38L0

0LT = 2LT8L0 1000

If 8LT gt 38L0

0LT = LT(8LT 8L0) 1000


V2 00BS595042 - 43 Rev T

WhereLT = Robertson constant

= 708L0 = limiting equivalent slenderness

= 04(B2 E py)05

8LT = equivalent slenderness see provision lsquoLamdaLTrsquopy = design strength of steel

= pyr for class 4 slender webpyr = reduced design strength for a cross-section that has a class 4

slender web See provision lsquoPyrrsquo

LamdaLT (Equivalent slenderness 8LT BS 5950-12000 Annex B23)

8LT = uv y Wλ β

WhereLE = effective length for lateral-torsional buckling see provision lsquoLErsquory = radius of gyration about the Y axis (minor axis)u = buckling parameter of a cross-section see provision lsquoursquov = slenderness factor for a beam see provision lsquovrsquox = torsional index of a cross-section see provision lsquoxrsquo$W = see provision lsquoBetaWrsquo for this ratio8y = LE ry

LE (Effective length LE of a member BS 5950-12000 Section 43 Table 13)

The effective length of a member is calculated based on one of the following userspecified approaches

(1) DefaultLE = EFLE times LLT

WhereLLT = Parameter lsquoLLTrsquo

(2) User specified option


Rev T 00BS595042 - 44 V2

LE is obtained from 00BS59501-6 based on the user specified value of A1to A7 for parameter lsquoLErsquo Table 00BS59501-6 is based on the Table 13 ofBS 5950-12000 Section 43Also see parameters lsquoLErsquo lsquoEFLErsquo lsquoLLTrsquo and lsquoFRLLTrsquo

u (Buckling parameter of a cross-section u BS 5950-12000 Annex B23)

u =4 2

2 2

0 25S

A hz

s

γ

WhereA = cross-sectional area

= AX (Property from Table)FLTK = flange thickness (Property from Table)hs = distance between the shear centers of the flanges

= YD - FLTKSz = plastic modulus about the Z axis (major axis)

= ZZ (Property from Table)YD = total depth (Property from Table)( = (1 IyIz)

v (Slenderness factor for a beam v BS 5950-12000 Annex B23)

v =( )

1

1 0 052 0 25

+

λy x

WhereLE = effective length for lateral-torsional buckling see provision lsquoLErsquory = radius of gyration about the Y axis (minor axis)x = torsional index of a cross-section see provision lsquoxrsquo8y = LE ry


V2 00BS595042 - 45 Rev T

x (Torsional index of a cross-section x BS 5950-12000 Appendix B23)

x = 0566hs(AJ)05



= YD - FLTKJ = torsion constant

= IX (Property from Table)YD = total depth (Property from Table)

BetaW (Ratio $W BS 5950-12000 Section 4369)


$W = 10For class 3 semi-compact cross-sections

If Mb = pb Zz $W = Zz Sz

If Mb = pb Szeff $W = Szeff Sz


$W = Zzeff Sz








Rev T 00BS595042 - 46 V2

Combined Axial and Bending - I shapes

Axial Tension and Bending Moment - I shapes

The next provisions are considered when axial tension and bending momentabout one or both axes is present

4822T (Combined axial tension and bending moment Simplified methodBS 5950-12000 Section 4822)

This provision is checked when the value for the parameter lsquoMETHODrsquo is equal tolsquoSIMPLIFYrsquo or lsquoBOTHrsquo This provision is also checked when the parameterlsquoMETHODrsquo is equal to lsquoEXACTrsquo and the member is a class 3 semi-compact or class4 slender cross-section

WhereFt = axial tension force at the section

= FXMy = actual moment about the minor axis (Y axis) at the section

= MYMcy = moment capacity about the minor axis (Y axis) in the absence of

axial load see provisions lsquo4252Yrsquo or lsquo4253YrsquoMz = actual moment about the major axis (Z axis) at the section

= MZMcz = moment capacity about the major axis (Z axis) in the absence of

axial load see provisions lsquo4252Zrsquo or lsquo4253ZrsquoPt = axial tension capacity see provision lsquo461 TrsquoX = value of the parameter lsquoCODETOLrsquo divided by 100


V2 00BS595042 - 47 Rev T

4823T (Combined axial tension and bending moment More exact methodBS 5950-12000 Section 4823 and Annex I21)

This provision is checked when the value for the parameter lsquoMETHODrsquo is equal tolsquoEXACTrsquo or lsquoBOTHrsquo and the member is a class 1 plastic or class 2 compact cross-section

Major axis (Z axis) moment only MZ $ MZMIN and MY lt MYMIN

XMM

z

rzle +10

Minor axis (Y axis) moment only MY $ MYMIN and MZ lt MZMIN

XMM

y

ryle +10

Major and minor axis moment MZ $ MZMIN and MY $ MYMIN

XMM

MM

z

rz

zy

ry

z

+

le +

1 2

10

WhereMy = actual moment about the minor axis (Y axis) at the section

= MYMry = minor axis (Y axis) reduced plastic moment capacity in the

presence of axial force see provision lsquoMryrsquoMz = actual moment about the major axis (Z axis) at the section

= MZMrz = major axis (Z axis) reduced plastic moment capacity in the

presence of axial force see provision lsquoMrzrsquopy = the design strengthz1 = 20z2 = 10X = value of the parameter lsquoCODETOLrsquo divided by 100


Rev T 00BS595042 - 48 V2

Mrz (Major Axis (Z axis) Reduced Plastic Moment Capacity of a class 1 plasticor class 2 compact Mrz BS 5950-12000 Annex I21)

Mrz = py Srz

Wherepy = design strength of steelSrz = reduced plastic modulus about the major axis (Z axis) The value

of the Srz is computed based on the value of the axial force ration

n =F

A py

If n t(D 2T)A Srz = SA

tnz minus

22

4

If n gt t(D 2T)A Srz =AB

BDA

n n2

42

1 1

minus

+

minus( )

WhereA = cross-section area

= AX (Property from Table)B = flange width

= ZD (Property from Table)D = overall depth

= YD (Property from Table)F = axial tension force

= FXT = flange thickness


= WBTK (Property from Table)Sz = plastic modulus about the major axis (Z axis)

= ZZ (Property from Table)


V2 00BS595042 - 49 Rev T

Mry (Minor Axis (Y axis) Reduced Plastic Moment Capacity of a class 1 plasticor class 2 compact Mry BS 5950-12000 Annex I21)

Mry = py Sry

Wherepy = design strength of steelSry = reduced plastic modulus about the minor axis (Y axis) The value

of the Sry is computed based on the value of the axial force ration

n =F

A py

If n tDA Sry = SAD

ny minus

22

4

If n gt tDA Sry =AT

BTA

n n2

84

1 1

minus

+

minus( )







= WBTK (Property from Table)Sy = plastic modulus about the minor axis (Y axis)

= ZY (Property from Table)


Rev T 00BS595042 - 50 V2

Axial Compression and Bending Moment - I shapes

The next provisions are considered when axial compression and bendingmoment about one or both axes is present

4832a (Combined axial compression and bending moment Class 1 plasticClass 2 compact and Class 3 semi-compact cross-section BS 5950-12000 Section 4832(a))

This provision is checked for class 1 plastic class 2 compact and class 3 semi-compact cross-section


= AX (Property from Table)Fc = axial compression force at a sectionMy = bending moment about the minor axis (Y axis) at a section


axial load see provisions lsquo4252Yrsquo or lsquo4253YrsquoMz = bending moment about the major axis (Z axis) at a section


axial load see provisions lsquo4252Zrsquo or lsquo4253Zrsquopy = design strength of steelX = value of the parameter lsquoCODETOLrsquo divided by 100


V2 00BS595042 - 51 Rev T

4832b (Combined axial compression and bending moment More exact4823C method Class 1 plastic and Class 2 compact cross-section BS 5950-

12000 Sections 4832(b) 4823 and Annex I21)



XMM

z

rzle +10


XMM

Y

ryle +10


XMM

MM

z

rz

zy

ry

z

+

le +

1 2

10

WhereMry = minor axis (Y axis) reduced plastic moment capacity in the

presence of axial force see provision lsquoMryrsquoMy = actual moment about the minor axis (Y axis) at the section

= MYMrz = major axis (Z axis) reduced plastic moment capacity in the

presence of axial force see provision lsquoMrzrsquoMz = actual moment about the major axis (Z axis) at the section

= MZpy = design strength of steelz1 = 20z2 = 10X = value of the parameter lsquoCODETOLrsquo divided by 100


Rev T 00BS595042 - 52 V2

4832c (Combined axial compression and bending moment Class 4 slendercross-section BS 5950-12000 Section 4832(c))

This provision is checked for class 4 slender cross-sections

WhereAeff = effective cross-sectional area see provision lsquoAeffrsquoSymbols Fc My Mcy Mz Mcz py and X are defined in the provision lsquo4832arsquo

48331_a (Member buckling resistance check Simplified method48331_b BS 5950-12000 Section 48331)


Following equations are both checked

For class 1 plastic class 2 compact and class 3 semi-compact

X 48331_aFP

m Mp Z

m Mp Z

c

c

z z

y z

y y

y y+ + le +10

X 48331_bFP

m MM

m Mp Z

c

cy

LT LT

b

y y

y y+ + le +10

For class 4 slender

X 48331_aFP

m Mp Z

m Mp Z

c

c

z z

y z eff

y y

y y eff+ + le +

10

X 48331_bFP

m MM

m Mp Z

c

cy

LT LT

b

y y

y y eff+ + le +

10


V2 00BS595042 - 53 Rev T

WhereFc = axial compression force at a section

= FXMb = buckling resistance moment capacity (about major axis Z axis)

see provision lsquo4364rsquoMLT = major axis (Z axis) moment in the segment length Lx governing

Mb Major axis moment at the section being code checkedMy = minor axis (Y axis) moment in the segment length Ly governing

Pcy Minor axis moment at the section being code checkedMz = major axis (Z axis) moment in the segment length Lz governing

Pcz Major axis moment at the section being code checkedmLT = equivalent uniform moment factor for lateral-torsional buckling

see parameter lsquomLTrsquomy = equivalent uniform moment factor about the Y axis (minor axis)

see parameter lsquomyrsquomZ = equivalent uniform moment factor about the Z axis (major axis)

see parameter lsquomzrsquoPc = smaller value of Pcy and Pcz see provision lsquoC1 Pcyrsquo and lsquoC1

PczrsquoPcy = compression resistance from provision lsquoC1 Pcyrsquo considering

buckling about the minor axis (Y axis) onlyPcz = compression resistance from provision lsquoC1 Pczrsquo considering

buckling about the major axis (Z axis) onlypy = design strength of steel


slender web See provision lsquoPyrrsquoZy = elastic section modulus about the minor axis (Y axis)

= SY (Property from Table)Zyeff = effective elastic section modulus about the minor axis (Y axis)

see provision lsquoZyeffrsquoZz = elastic section modulus about the major axis (Z axis)

= SZ (Property from Table)Zzeff = effective elastic section modulus about the major axis (Z axis)

see provision lsquoZzeffrsquoX = value of the parameter lsquoCODETOLrsquo divided by 100


Rev T 00BS595042 - 54 V2

48332a_1 (Member buckling resistance More exact method Member with48332a_2 moments about the major axis only BS 5950-12000 Section

48332(a))



For major axis (Z axis) in-plane buckling

X 48332a_1FP

m MM

FP

c

cz

z z

cz

c

cz+ +

le +1 05 10

For out-of-plane buckling

X 48332a_2FP

m MM

c

cy

LT LT

b+ le +10

WhereMcz = major axis (Z axis) moment capacity (see provisions lsquo4252Zrsquo

and lsquo4253Zrsquo)Other symbols are defined in provision lsquo48331_a

48332b_1 (Member buckling resistance More exact method Member with48332b_2 moments about the minor axis only BS 5950-12000 Section

48332(b))



For minor axis (Y axis) in-plane buckling


V2 00BS595042 - 55 Rev T

( )( )( )

( )( )

m M F P

M F P

m M F P

M F Pz z c cz

cz c cz

y y c cy

cy c cy

1 05

1

1

110

+

minus+

+

minusle +

X 48332b_1FP

m MM

FP

c

cy

y y

cy

c

cy+ +

le +1 10


X 48332b_2FP

m MM

c

cz

yz y

cy+ le +05 10

WhereMcy = minor axis (Y axis) moment capacity (see provisions lsquo4252Yrsquo

and lsquo4253Yrsquo)myz = equivalent uniform moment factor for lateral flexural buckling

see parameter lsquomyzrsquoOther symbols are defined in provision lsquo48331_a

48332c_1 (Member buckling resistance More exact method Member with48332c_2 moments about both axes BS 5950-12000 Section 48332(c))48332c_3


Member with moments about both axes MZ $ MZMIN and MY gt MYMIN

For buckling with moments about both axes

X 48332c_1FP

m MM

FP

m MM

c

cz

z z

cz

c

cz

yz y

cy+ +

+ le +1 05 05 10

For lateral-torsional buckling

X 48332c_2FP

m MM

m MM

FP

c

cy

LT LT

b

y y

cy

c

cy+ + +

le +1 10

For interactive buckling

X 48332c_3


Rev T 00BS595042 - 56 V2



see parameter lsquomyzrsquoMcz = major axis (Z axis) moment capacity (see provisions lsquo4252Zrsquo


GT STRUDL 00BS5950 Provisions for Single Angle

V2 00BS595043 - 1 Rev T

00BS595043 00BS5950 Provisions for Single Angle

Section Classification - Single Angle

bt (Limiting width to thickness ratio bt BS 5950-12000 Section 35 andTable 11)

The bt section classification for single angle is done using the following table

bt Classification

bt 15g Class 3 Semi-Compact

bt gt 15g Class 4 Slender

Whereb = length of the shorter leg

= LEG2 (Property from Table)py = design strength of steel This is the parameter lsquoPyrsquot = thickness of the single angle

= THICK (Property from Table)

g = ( )2750 5

p y

00BS5950 Provisions for Single Angle GT STRUDL

Rev T 00BS595043 - 2 V2

dt (Limiting width to thickness ratio dt BS 5950-12000 Section 35 andTable 11)

The dt section classification for single angle is done using the following table

dt Classification

dt 15g Class 3 Semi-Compact

dt gt 15g Class 4 Slender

Whered = length of the longer leg



g = ( )2750 5

p y


V2 00BS595043 - 3 Rev T

(b+d)t (Limiting sum of the widths to thickness ratio (b+d)t BS 5950-12000 Section 35 and Table 11)

The (b+d)t section classification for single angle is done using the following table

(b+d)t Classification

(b+d)t 24g Class 3 Semi-Compact

(b+d)t gt 24g Class 4 Slender


= LEG2 (Property from Table)d = length of the longer leg



g = ( )2750 5

p y


Rev T 00BS595043 - 4 V2

Aeff (Effective cross-sectional area Aeff for equal leg single angle BS5950-12000 Section 364)

The effective cross-sectional area for the hot rolled equal leg single angle is computedwhen the bt dt or (b+d)t checks indicate that the cross-section is a class 4 slender

Aeff is computed when LEG1 = LEG2 (equal leg single angle)

When Provision Class = 40

Aeff = ( )12εb t

A

WhereA = gross cross-sectional area

= AX (Property from Table)b = length of the leg

= LEG1 (Property from Table)t = thickness of the single angle


g = ( )2750 5

p y


V2 00BS595043 - 5 Rev T

Pyr (Reduced design strength pyr for unequal leg single angle with the class4 slender cross-section BS 5950-12000 Section 365)

When a unequal leg single angle is a class 4 slender a reduced design strength pyr iscomputed at which the cross-section would be a class 3 semi-compact

pyr is computed when LEG1 Ouml LEG2 (unequal leg single angle)


pyr1 = ( )β β31 1

2py

pyr2 = ( )β β32 22

py

pyr = Minimum of ( pyr1 pyr2 )



= THICK (Property from Table)$1 = dt$2 = (b+d)t$31 = limiting value for dt for a class 3 semi-compact

= 15g$32 = limiting value for (b+d)t for a class 3 semi-compact

= 24g

g = ( )2750 5

p y


Rev T 00BS595043 - 6 V2

Class (Section classification of the single angle BS 5950-12000 Section35 Table 11)

The lsquoClassrsquo provision is used to summarize the results of the bt dt and (b+d)tchecks (see provisions lsquobtrsquo lsquodtrsquo and lsquo(b+d)trsquo) The value of lsquoClassrsquo indicates theclassification of the single angle The Table 00BS595043-1 shows the classification values

Table 00BS595043-1

Single Angle ClassificationProvision lsquoClassrsquo for 00BS5950 Code

Value of lsquoClassrsquo 00BS5950 Classifications


4 Class 4 Slender


V2 00BS595043 - 7 Rev T

Axial Tension - Single Angle

For Single Angles subjected to axial tension ie FX is positive and FX $ FXMINthe following provisions are checked



Lr

y

y

z

z


WhereLy = actual unbraced length about the member principal Y axis

(see parameters lsquoLYrsquo and lsquoFRLYrsquo)Lz = actual unbraced length about the member principal Z axis

(see parameters lsquoLZrsquo and lsquoFRLZrsquo)ry = radius of gyration about the member principal Y axis (see

property lsquoRYrsquo)rz = radius of gyration about the member principal Z axis (see

property lsquoRZrsquo)SLENTEN = maximum permissible slenderness ratio (Lr) for member

subjected to axial tension This is the parameterlsquoSLENTENrsquo


Rev T 00BS595043 - 8 V2






V2 00BS595043 - 9 Rev T

Axial Compression - Single Angle

For single angles subjected to axial compression ie FX is negative and FX $FXMIN the following provisions are checked



Lr

Ey

y

Ez

z



nominal effective unbraced length about the memberprincipal Y axis Default value is equal to 10

EFLEZ = parameter effective factor value used to computenominal effective unbraced length about the memberprincipal Z axis Default value is equal to 10

LEy = nominal effective unbraced length about the memberprincipal Y axis

= EFLEY timesLy

LEz = nominal effective unbraced length about the memberprincipal Z axis

= EFLEZ timesLz

Ly = actual unbraced length about the member principal Yaxis (see parameters lsquoLYrsquo and lsquoFRLYrsquo)

Lz = actual unbraced length about the member principal Zaxis (see parameters lsquoLZrsquo and lsquoFRLZrsquo)

ry = radius of gyration about the member principal Y axis(see property lsquoRYrsquo)

rz = radius of gyration about the member principal Z axis(see property lsquoRZrsquo)


Rev T 00BS595043 - 10 V2






For class 4 slender equal leg single angle cross-sections


For class 4 slender unequal leg single angle cross-sections

Limiting Compression Capacity Pc = Minimum (Ag pcyr Ag pczr)



compressive forcepcy pcz = compressive strength about principal Y and Z axes

respectively Computation of compression resistance pcy andpcz are shown in the provisions lsquoC1 Pcyrsquo and lsquoC1 Pczrsquo


V2 00BS595043 - 11 Rev T

pcsy pcsz = value of pcy and pcz for a reduced slenderness of 8(AeffAg)05 inwhich 8 is based on the radius of gyration r of the gross cross-section These values are computed for equal leg singleangles with class 4 slender cross-section Computation ofcompression resistance pcy and pcz are shown in theprovisions lsquoC1 Pcyrsquo and lsquoC1 Pczrsquo

pcyr pczr = compressive strength about principal Y and Z axesrespectively These values are computed for unequal legsingle angle with class 4 slender cross-section Reduceddesign strength pyr is used for the computation of the pcyr andpczr Computation of compression resistance pcy and pcz areshown in the provisions lsquoC1 Pcyrsquo and lsquoC1 Pczrsquo



C1 Pcz and Pcz BS 5950-12000 Section 475 and Annex C1)


Step 1 Compute reduced slenderness for equal leg single angle class 4 slendercross-section (BS 5950-12000 Section 474)

When provision Class = 4Equal leg single angle LEG1 = LEG2

8y = 8y(AeffAg)05

8z = 8z(AeffAg)05

Step 2 Compute reduced design strength for unequal leg single angle class 4slender cross-section (BS 5950-12000 Section 474)

When provision Class = 4Unequal leg single angle LEG1 Ouml LEG2

py = pyr


Rev T 00BS595043 - 12 V2


pEy =π

λ

2

2E

y

pEz = π

λ

2

2E

z


80 = 02 (B2 E py)05


y = 55 curve cz = 55 curve c


0y = y (8y 80) 1000 but 0y $ 0

0z = z (8z 80) 1000 but 0z $ 0



V2 00BS595043 - 13 Rev T


pcy =( )

p p

p p

Ey y


pcz =( )

p p

p p

Ez y


Where


2




= pyr for unequal leg single angle class 4 slenderpyr = reduced design strength see provision lsquoPyrrsquo



Rev T 00BS595043 - 14 V2


GT STRUDL 00BS5950 Provisions for Circular Hollow Section (CHS Pipe)

V2 00BS595044 - 1 Rev T

00BS595044 00BS5950 Provisions for Circular Hollow Section(CHS Pipe)

Section Classification - Circular Hollow Section (CHS Pipe)

DtAxia (Limiting outside diameter to thickness ratio Dt for a memberunder axial compression BS 5950-12000 Section 35 and Table12)

The Dt section classification for circular hollow section (CHS pipe) is done usingthe following tables

Dt Classification

Dt 80g2 Class 3 Semi-Compact

Dt gt 80g2 Class 4 Slender

WhereD = outside diameter of the circular hollow section (CHS pipe)

= OD (Property from Table)t = thickness of the circular hollow section (CHS pipe)

= THICK (Property from Table)py = design strength of steel This is the parameter lsquoPyrsquo

g = ( )2750 5

p y

00BS5950 Provisions for Circular Hollow Section (CHS Pipe) GT STRUDL

Rev T 00BS595044 - 2 V2

DtBend (Limiting outside diameter to thickness ratio Dt for a memberunder compression due to bending BS 5950-12000 Section 35and Table 12)


Dt Classification

Dt 40g2 Class 1 Plastic

Dt 50g2 Class 2 Compact






g = ( )2750 5

p y


V2 00BS595044 - 3 Rev T

366 (Check maximum overall diameter D BS 5950-12000 Section 366)

Actual D = OD

Limiting D = 240tg2

WhereD = outside diameter of the circular hollow section (CHS

pipe)= OD (Property from Table)

t = thickness of the circular hollow section (CHS pipe)= THICK (Property from Table)

g = ( )2750 5

p y


The effective cross-sectional area is computed for a circular hollow section (CHSPipe) member under axial compression with a class 4 slender

When Provision Class-Ax = 40


When D 240tg2

Aeff = AD t p y

80 2750 5


= AX (Property from Table)


Rev T 00BS595044 - 4 V2

D = outside diameter of the circular hollow section (CHS pipe)= OD (Property from Table)


py = design strength of steel

g = ( )2750 5

p y

Seff (Effective plastic modulus Seff BS 5950-12000 Section 3564)

The effective plastic modulus is computed for a circular hollow section (CHS Pipe)member under compression due to bending with a class 3 semi-compact

When Provision Class-Be $ 3

Seff = ( )ZD t p

S Zy

+

minus

minus1485 140 275 10 5




py = design strength of steel This is the parameter lsquoPyrsquoS = plastic modulus

= ZY or ZZ (Property from Table)Z = section modulus

= SY or SZ (Property from Table)


V2 00BS595044 - 5 Rev T

Zeff (Effective section modulus Zeff BS 5950-12000 Section 366)

The effective section modulus is computed for a circular hollow section (CHS Pipe)member under compression due to bending with a class 4 slender

When Provisions Class-Be = 40

Zeff = ZD t p y

140 2750 25



= THICK (Property from Table)py = design strength of steel This is the parameter lsquoPyrsquoZ = section modulus



Rev T 00BS595044 - 6 V2

Class-Ax (Section classification for a member under axial compression BS5950-12000 Section 35 Table 12)

The lsquoClass-Axrsquo provision is used to summarize the results of the outside diameter tothickness ratio Dt check (see provision lsquoDtAxiarsquo) The value of lsquoClass-Axrsquo indicates theclassification of the outside diameter to thickness ratio Dt for a member under axialcompression The Table 00BS595044-1 shows the classification values

Table 00BS595044-1

Classification Provision lsquoClass-Axrsquo for 00BS5950 Code

Value of lsquoClass-Axrsquo 00BS5950 Classifications


4 Class 4 Slender


V2 00BS595044 - 7 Rev T

Class-Be (Section classification of the outside diameter to thickness ratio Dtfor a member under compression due to bending BS 5950-12000Section 35 and Table 12)

The lsquoClass-Bersquo provision is used to summarize the results of the outside diameter tothickness ratio dt check (see provision lsquoDtBendrsquo) The value of lsquoClass-Bersquo indicates theclassification of the outside diameter to thickness ratio Dt for a member under compressiondue to bending The Table 00BS595044-2 shows the classification values

Table 00BS595044-2

Classification Provision lsquoClass-Bersquo for 00BS5950 code

Value of lsquoClass-Bersquo 00BS5950 Classifications

1 Class 1 Plastic

2 Class 2 Compact


4 Class 4 Slender


Rev T 00BS595044 - 8 V2

Axial Tension - Circular Hollow Section (CHS Pipe)

For circular hollow section (CHS Pipe) subjected to axial tension ie FX is positiveand FX $ FXMIN the following provisions are checked



Lr

y

y

z

z


WhereLy = actual unbraced length about the member Y axis (see

parameters lsquoLYrsquo and lsquoFRLYrsquo)Lz = actual unbraced length about the member Z axis (see






V2 00BS595044 - 9 Rev T






Rev T 00BS595044 - 10 V2

Axial Compression - Circular Hollow Section (CHS Pipe)

For circular hollow section (CHS Pipe) subjected to axial compression ie FX isnegative and FX $ FXMIN the following provisions are checked


Actual 8 = Maximum λ λyEy

yz

Ez

z

Lr

Lr

= =






= EFLEY timesLy


= EFLEZ timesLz





V2 00BS595044 - 11 Rev T






When Provision Class-Ax = 1 2 or 3




Limiting Compression Capacity Pc = Minimum (Aeff pcy Aeff pcz)







Rev T 00BS595044 - 12 V2





When provision Class-Ax = 4

8y = 8y(AeffAg)05

8z = 8z(AeffAg)05


pEy =π

λ

2

2E

y

pEz = π

λ

2

2E

z


80 = 02 (B2 E py)05


For Rolled hollow sectionsy = 20 curve az = 20 curve a


V2 00BS595044 - 13 Rev T

For Cold-formed (welded) hollow sectionsy = 55 curve cz = 55 curve c


0y = y (8y 80) 1000 but 0y $ 0

0z = z (8z 80) 1000 but 0z $ 0



pcy =( )

p p

p p

Ey y


pcz =( )

p p

p p

Ez y


Where


2


2E = modulus of elasticity of steelpy = design strength of steel



Rev T 00BS595044 - 14 V2

Shear Stresses - Circular Hollow Section (CHS Pipe)






Avy = 06 AA = area of the cross-section

= AX (Property from Table)FY = shear force in member Y direction


When a value (a number) has been specified for the parameter lsquoSHRAREAFrsquoAvy = SHRAREAF times AA = area of the cross-section

= AX (Property from Table)py = design strength of steelX = value of the parameter lsquoCODETOLrsquo divided by 100


V2 00BS595044 - 15 Rev T






Avz = 06 AA = area of the cross-section

= AX (Property from Table)FZ = shear force in member Z direction


When a value (a number) has been specified for the parameter lsquoSHRAREAFrsquoAvz = SHRAREAF times AA = area of the cross-section



Rev T 00BS595044 - 16 V2

Z Axis Bending - Circular Hollow Section (CHS Pipe)

For circular hollow section (CHS Pipe) subjected to strong axis bending moment(about the Z axis) ie MZ $ MZMIN the following provisions are checked Figures00BS595044-1 (a) and (b) illustrate member Z axis bending stresses





When Provision Class-Be = 1 or 2




When Provision Class-Be = 3

Limiting Moment Capacity Mcz = py Zz or= py Seff



Limiting Moment Capacity Mcz = py Zeff


V2 00BS595044 - 17 Rev T

Figure 00BS595044-1 Bending Stresses for Circular Hollow Section (CHS Pipe)


Rev T 00BS595044 - 18 V2


= FYMZ = actual moment at a section about the member Z axisPvy = shear capacity see provision lsquo423 Yrsquopy = design strength of steelSeff = effective plastic modulus of the section see provision lsquoSeffrsquoSz = plastic modulus of the section about the Z axis

= ZZ (Property from Table)Zeff = effective elastic modulus of the section see provision lsquoZeffrsquoZz = elastic modulus of the section about the Z axis

= SZ (Property from Table)X = value of the parameter lsquoCODETOLrsquo divided by 100







but 15 py Zz



V2 00BS595044 - 19 Rev T



Limiting Moment Capacity Mcz = py (Zz Dz Svz 15) or= py (Seff Dz Svz)



Limiting Moment Capacity Mcz = py (Zeff Dz Svz 15)

WhereFvy = shear force in member Y directionMZ = the actual moment at a section about the member Z axisPvy = shear capacity see provision lsquo423 Yrsquopy = design strength of steelSeff = effective plastic modulus of the section see provision lsquoSeffrsquoSz = plastic modulus of the section about the Z axis

= ZZ (Property from Table)Zeff = elastic modulus of the section see provision lsquoZeffrsquoZz = elastic modulus of the section about the Z axis

= SZ (Property from Table)Dz = shear reduction factor


Svz = plastic modulus of the shear area in Z direction Shear area isassumed as 06A (06AX) based on the Section 423 of BS5950-12000 Plastic modulus of the shear area is computedbased on 60 of the thickness

= (d13 d2

3) 6d1 = outside diameter based on 60 of the thickness

= OD 04timesTHICKd2 = inside diameter based on 60 of the thickness

= ID + 04timesTHICK


Rev T 00BS595044 - 20 V2

OD = outside diameter of the circular hollow section (CHS Pipe)This is a property from the table database

ID = inside diameter of the circular hollow section (CHS Pipe)This is a property from the table database

THICK = thickness of the circular hollow section (CHS Pipe) This isa property from the table database



V2 00BS595044 - 21 Rev T

Y Axis Bending - Circular Hollow Section (CHS Pipe)

For circular hollow section (CHS pipe) subjected to weak axis bending moment(about the Y axis) ie MY $ MYMIN the following provisions are checked Figures00BS595044-1 (c) and (d) illustrate member Y axis bending stresses










Limiting Moment Capacity Mcy = py Zy or= py Seff



Limiting Moment Capacity Mcy = py Zeff


Rev T 00BS595044 - 22 V2


= FZMY = actual moment at a section about the member Y axisPvz = shear capacity see provision lsquo423 Zrsquopy = design strength of steelSeff = effective plastic modulus of the section see provision lsquoSeffrsquoSy = plastic modulus of the section about the Y axis

= ZY (Property from Table)Zeff = effective elastic modulus of the section see provision lsquoZeffrsquoZy = elastic modulus of the section about the Y axis

= SY (Property from Table)X = value of the parameter lsquoCODETOLrsquo divided by 100


V2 00BS595044 - 23 Rev T







but 15 py Zy




Limiting Moment Capacity Mcy = py (Zy Dy Svy 15) or= py (Seff Dy Svy )



Limiting Moment Capacity Mcy = py (Zeff Dy Svy 15)


Rev T 00BS595044 - 24 V2

WhereFvz = shear force in member Z directionMY = the actual moment at a section about the member Y axisPvz = shear capacity see provision lsquo423 Zrsquopy = design strength of steelSeff = effective plastic modulus of the section see provision lsquoSeffrsquoSy = plastic modulus of the section about the Y axis


= SY (Property from Table)Dy = shear reduction factor

= [2(Fvz Pvz) 1]2

Svy = plastic modulus of the shear area in Y direction Shear area isassumed as 06A (06AX) based on the Section 423 of BS5950-12000 Plastic modulus of the shear area is computedbased on 60 of the thickness

= (d13 d2



= ID + 04timesTHICKOD = outside diameter of the circular hollow section (CHS Pipe)

This is a property from the table databaseID = inside diameter of the circular hollow section (CHS Pipe)

This is a property from the table databaseTHICK = thickness of the circular hollow section (CHS Pipe) This is

a property from the table databaseX = value of the parameter lsquoCODETOLrsquo divided by 100


V2 00BS595044 - 25 Rev T

Combined Axial and Bending - Circular Hollow Section (CHS Pipe)

Axial Tension and Bending Moment - Circular Hollow Section (CHSPipe)











Rev T 00BS595044 - 26 V2





XMzMrz

10le +


XM yMry

10le +


XMzMrz

z

M yMry

z

10 1 2

+ le +







V2 00BS595044 - 27 Rev T


Mrz = py Srz

Wherepy = design strength of steelSrz = reduced plastic modulus about the major axes (Z axis) The value


n =F

A py

Srz = S nz cos π

2


= AX (Property from Table)F = axial tension force

= FXSz = plastic modulus about the major axis (Z axis)



Mry = py Sry

Wherepy = design strength of steelSry = reduced plastic modulus about the minor axes (Y axis) The

value of the Sry is computed based on the value of the axial forceratio n


Rev T 00BS595044 - 28 V2

n =F

A py

Sry = S ny cos π

2



= FXSy = plastic modulus about the minor axis (Y axis)



V2 00BS595044 - 29 Rev T

Axial Compression and Bending Moment - Circular Hollow Section (CHSPipe)




When Provision Class-Ax 3 and Class-Be 3








Rev T 00BS595044 - 30 V2






XMzMrz

10le +


XMYMry

10le +


XM zM rz

z

M yM ry

z

10 1 2

+ le +







V2 00BS595044 - 31 Rev T



When Provision Class-Ax = 4 or Class-Be = 4

WhereAeff = effective cross-sectional area see provision lsquoAeffrsquo

Symbols Fc My Mcy Mz Mcz py and X are defined in the provision lsquo4832arsquo




For class 1 plastic class 2 compact and class 3 semi-compactWhen Provision Class-Ax 3 and Class-Be 3

X 48331_aFcPc

mz MzpyZz

my M ypyZy

10+ + le +

X 48331_bFcPcy

mLT M LT

Mb

my M ypyZy

10 + + le +

For class 4 slenderWhen Provision Class-Ax = 4 or Class-Be = 4


Rev T 00BS595044 - 32 V2

X 48331_aFcPc

mz MzpyZeff

my M ypyZeff

10 + + le +

X 48331_bFcPcy

mLT M LTMb

my M ypyZeff

10+ + le +


= FXMb = Mcz

Mcz = moment capacity about the major axis (Z axis) in the absenceof axial load see provisions lsquo4252Zrsquo or lsquo4253Zrsquo

MLT = major axis (Z axis) moment in the segment length Lx

governing Mb Major axis moment at the section being codechecked

My = minor axis (Y axis) moment in the segment length Ly

governing Pcy Minor axis moment at the section being codechecked

Mz = major axis (Z axis) moment in the segment length Lz

governing Pcz Major axis moment at the section being codechecked

mLT = equivalent uniform moment factor for lateral-torsionalbuckling see parameter lsquomLTrsquo

my = equivalent uniform moment factor about the Y axis (minoraxis Y axis) see parameter lsquomyrsquo

mZ = equivalent uniform moment factor about the Z axis (majoraxis) see parameter lsquomzrsquo

Pc = smaller value of Pcy and Pcz see provision lsquoC1 Pcyrsquo and lsquoC1Pczrsquo

Pcy = compression resistance from provision lsquoC1 Pcyrsquo consideringbuckling about the minor axis (Y axis) only

Pcz = compression resistance from provision lsquoC1 Pczrsquo consideringbuckling about the major axis (Z axis) only

py = design strength of steelZeff = effective elastic section modulus see provision lsquoZeffrsquoZy = elastic section modulus about the minor axis (Y axis)



V2 00BS595044 - 33 Rev T

Zz = elastic section modulus about the major axis = SZ (Property from Table)


48333a_1 (Member buckling resistance More exact method Member with48333a_2 moment about the major axis only BS 5950-12000 Section

48333(a))




X 48333a_1FcPcz

mz MzMcz

1 05FcPcz

10 + +

le +


X 48333a_2FcPcy

05mLT M LT

Mcz 10 + le +

WhereMcz = major axis (Z axis) moment capacity (see provisions

lsquo4252Zrsquo and lsquo4253Zrsquo)Other symbols are defined in provision lsquo48331_a


Rev T 00BS595044 - 34 V2


48333(b))




X 48333b_1FcPcy

my M yMcy

1 05FcPcy

10 + + le +


X 48333b_2FcPcz

05myz M y

Mcy + le +10

WhereMcy = minor axis (Y axis) moment capacity (see provisions

lsquo4252Yrsquo and lsquo4253Yrsquo)myz = equivalent uniform moment factor for lateral flexural

buckling see parameter lsquomyzrsquoOther symbols are defined in provision lsquo48331_a

48333c_1 (Member buckling resistance More exact method Member with48333c_2 moment about both axes BS 5950-12000 Section 48333(c))48333c_3


Member moments about both axes MZ $ MZMIN and MY gt MYMIN


V2 00BS595044 - 35 Rev T

For major axis buckling

X 48333c_1FcPcz

mz MzMcz

1 05FcPcz

05myz My

Mcy10 + + + le +

For minor axis lateral-torsional buckling (no lateral-torsional buckling check isneeded)

X 48333c_2FcPcy

05mLT M LT

Mcz

my M yMcy

1 05FcPcy

10 + + + le +


X 48333c_3( )( )

( )( )( )

( )mz Mz 1 05 Fc Pcz

Mcz 1 Fc Pcz

my My 1 05 Fc Pcy

Mcy 1 Fc Pcy10

+

minus+

+

minusle +



buckling see parameter lsquomyzrsquoMcz = major axis (Z axis) moment capacity (see provisions



Rev T 00BS595044 - 36 V2



V2 00BS5950Appendix A - 1 Rev T



2 ICES Programmers Reference Manual 2nd Ed Edited by W Anthony Dillon CivilEngineering Systems Laboratory Massachusetts Institute of Technology CambridgeMass Research Report No R71-33 August 1971










Rev T 00BS5950Appendix A - 2 V 2





















































57 Megson T H G Linear Analysis of Thin-Walled Elastic Structures John Wiley andSons Inc 1974








63 Cuthill E and McKee J Reducing the Bandwidth of Sparse Symmetric MatricesProceedings of the 24th National Conference Association for Computing Machinery1969


65 Blodgett Omer W Design of Welded Structures The James F Lincoln Arc WeldingFoundation Cleveland Ohio June 1966


67 Structural Welding Code - Steel (AWS D11-83) American Welding Society MiamiFlorida December 1983



V 2 00BS5950Appendix A - 7 Rev T



71 Seismic Analysis of Safety-Related Nuclear Structures and Commentary onStandard for Seismic Analysis of Safety-Related Nuclear Structures ASCESTANDARD American Society of Civil Engineers New York New YorkSeptember 1986










Rev T 00BS5950Appendix A - 8 V2











90 Eurocode 3 Design of steel structures Part 11 General rules and rules for buildings(together with United Kingdom National Application Document) DD ENV 1993-1-11992 British Standards Institution














V2 00BS5950Appendix B - 1 Rev T


This appendix has been discussed in detail in Volume 2A Please seeAppendix B of Volume 2A for a summary of the Use of GTTABLE


Rev T 00BS5950Appendix B - 2 V 2



V2 00BS5950Appendix C - 1 Rev T


This appendix has been discussed in detail in Volume 2A Please seeAppendix C of Volume 2A for a summary of the major steel profile (section) tablesprovided with GTSTRUDL


Rev T 00BS5950Appendix C - 2 V 2

End of Document

Title Page

Manual Revision History

Notices

Table of Contents

GTSTRUDL Steel Design 00BS5950 Code

Introduction

00BS5950 Code

Properties used by 00BS5950

I Shapes

Single Angles


Parameters used by 00BS5950


System Parameters

Control Parameters

Code Parameters

Provisions of 00BS5950

General Nomenclature for 00BS5950

I shapes

Single Angle

Circular Hollow Section (CHS Pipe)




File Attachment
00BS5950 Manual

Design Prerelease Features GT STRUDL

52 - 32



52 - 33


Section Title


Table 11 Limiting width-to-thickness ratios for sections otherthan CHS and RHS





Table 13 Effective length LE for beams without intermediaterestraint

4362 I- H- channel and box sections with equal flanges4364 Buckling resistance moment4365 Bending strength pb4366 Equivalent uniform moment factor mLT

Table 18 Equivalent uniform moment factor mLT for lateral-torsional buckling


52 - 34

Section Title

4369 Ratio $W














52 - 35

Section Title









Tensile or compressive axial stresses bi-axial bending shear stresses and combinedstresses are considered for all cross-sections except single angles (tension or compression axialstresses only) Provisions for columns in simple construction are included Parameters allowingfor the changes which occur in structural steel at high temperatures have been included and maybe invoked at the users discretion


1 Table 00BS59501-1 Shows the parameters used by 00BS5950 code Table00BS59501-1 contains the applicable parameternames their default values and a brief description ofthe parameters

2 Section 00BS59502 Describes the cross-section properties used for eachshape


52 - 36

3 Section 00BS59503 Contains detail discussion of the parameters used by the00BS5950 code and they are presented in the alphabeticorder in this section

4 Sections 00BS59504 Describes the subsections in the Section 00BS59504


6 Section 00BS595042 Contains detailed discussion of the code provisions andthe equations applicable to the I shape cross-sectionssubjected to bending and axial forces

7 Section 00BS595043 Contains detailed discussion of the code provisions andthe equations applicable to the single angle cross-sections subjected to axial force only

8 Section 00BS595044 Contains detailed discussion of the code provisions andthe equations applicable to the circular hollow sections(CHS pipes) subjected to bending and axial forces


52 - 37

Table 00BS59501-100BS5950 Code Parameters


CODE Required Identifies the code to be used for member checking or memberselection Specify 00BS5950 for code name See Sections00BS59502 00BS59503 and 00BS59504 for a more detaileddescription

TBLNAM UNIBEAMS Identifies the table of profiles to be used during selection(SELECT command) See Table 00BS59501-2 for choices

METHOD EXACT Identifies the design method This parameter indicates the typeof method that should be used for the shear or combinedcapacity checks

BOTH = Use simplified and the more exact methods See Sections 445 482 and 483 of BS5950-12000 (95)

EXACT = Use the more exact method See Sections 4453 4823 48332 and 48333 of BS5950-12000 (95)

SIMPLIFY = Use simplified method See Sections 44524822 and 4832 of BS 5950-12000 (95)

SECTYPE ROLLED Indicates that the cross-section is rolled or welded shape Thisparameter is used to determine the equations that are applicableto the rolled or welded shape

ROLLED = Member is hot rolled

WELDED = Member is weldedcoldformed


52 - 38




SHRAREAF Computed SHeaR AREA Factor is used for the computation of the sheararea When an alternate value other than COMPUTE orTABLE is specified shear area is computed as theSHRAREAF times the cross sectional area (AV = AY =SHRAREAF times AX)

COMPUTE = Compute the shear area based on the Section423 of BS 5950-12000 (95) except forsingle and double angles Shear area forsingle and double angles are extracted fromGTSTRUDL or USER table

TABLE = Shear area from GTSTRUDL or USER tableis used

a 2540000(mm) Distance between web stiffeners This parameter is used tocompute ad ratio ad is the ratio of the distance betweenstiffeners to web depth An arbitrary high value of 2540000(mm) has been assumed as a default to indicate that the webstiffeners are absent A value is necessary to account for webstiffeners in the shear capacity calculation (Provisions 4452and 4453)

SimpSupp NO Indicates that if a member is simply supported or not Thisparameter is used to determine the equations that are applicableto the simply supported members (Provisions lsquo4252Zrsquolsquo4253Zrsquo lsquo4252Yrsquo and lsquo4253Yrsquo

NO = Member is not simply supported

YES = Member is simply supported

CODETOL 00 Percent variance from 10 for compliance with the provisionsof a code The ratio of actuallimiting must be less than orequal to [10 + CODETOL100]


52 - 39




PF 10 Area reduction factor for holesout in members subject to axialtension

Material Properties

STEELGRD S235JRG2 Identifies the grade of steel from which a member is made See Table 00BS59501-3 for STEEL GRaDes and theirproperties

Py Computed Design strength py (yield stress) of member Computed fromparameter STEELGRD if not given

REDPy 10 Reduction factor for parameter Py This factor times parameterPy gives the design strength (py) value used by the code Usedto account for property changes at high temperatures

Pyf Py Design strength of the flange If not specified it is assumedequal to the parameter Py This parameter is used to define ahybrid cross-section see parameter Pyw also

Pyw Py Design strength of the web If not specified it is assumedequal to the parameter Py This parameter is used to define ahybrid cross-section see parameter Pyf also

REDE 10 Reduction factor for E the modulus of elasticity Similar toREDPy


52 - 40




Slenderness Ratio

SLENCOMP Computed Maximum permissible slenderness ratio (LEr KLr) for amember subjected to axial compression The default value formaximum compression slenderness ratio is equal to 180

SLENTEN Computed Maximum permissible slenderness ratio (Lr) for a membersubjected to axial tension Only a user-specified value willinitiate the slenderness ratio check for a tension member


EFLEY 10 Effective factor value used for the computation of nominaleffective length LEy = EFLEY times LY for a compressionmember Nominal effective length LEY is used in thecomputation of maximum slenderness ratio about the local Yaxis of the profile See Table 00BS59501-4 or Sections 472473 and Table 22 of BS 5950-12000 (95) for the EFLEYvalues

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 = EFLEYtimes LY) The default value is computed as a length of the mem-ber

FRLY 10 Fractional form of the parameter LY allows unbraced length tobe specified as fractions of the total length Used only whendefault value of lsquoComputedrsquo is used for parameter LY (LY =FRLY times Member Length)


52 - 41





EFLEZ 10 Effective factor value used for the computation of nominal effec-tive length LEz = EFLEZ times LZ for a compression member Nominal effective length LEZ is used in the computation ofmaximum slenderness ratio about the local Z axis of the profile See Table 00BS59501-4 or Sections 472 473 and Table 22 ofBS 5950-12000 (95) for the EFLEZ values

LZ Computed Unbraced length for buckling about the local Z axis of the cross-section This parameter is used to compute nominal effectivelength LEz for a compression member (LEz = EFLEZ times LZ) Thedefault value is computed as a length of the member

FRLZ 10 Fractional form of the parameter LZ allows unbraced length to bespecified as fractions of the total length Used only when defaultvalue of lsquoComputedrsquo is used for parameter LZ (LZ = FRLZ timesMember Length)


LE LLT Effective length of a member for lateral torsional buckling of abeam with restraints at the ends Default value is the effectivelength between restraints against lateral-torsional buckling of amember under bending see parameter LLT (LE = EFLE times LLT) See Table 00BS59501-5 for alternative values and also see Table13 and 14 of the BS5950-12000 (95)


52 - 42





EFLE 10 Effective factor value used for the computation of the effectivelength LE of a member under bending Used only when defaultvalue of LLT is used for parameter LE (LE = EFLE times LLT seeTable 00BS59501-5 and parameter LE)

LLT Computed Segment length between restraints against lateral-torsionalbuckling (unbraced length) This parameter generally used tospecify the segment length of the compression flange restraintagainst lateral-torsional buckling (unbraced length of thecompression flange) Computed as length of member

FRLLT 10 Fractional value used for the computation of the unbraced lateral-torsional buckling length of a member LLT Used only whendefault value of lsquoComputedrsquo is used for parameter LLT (LLT =FRLLT times Member Length)


mLT Computed Equivalent uniform moment factor for lateral-torsional buckling(mLT) which is used in the member buckling resistance equations This parameter modifies Z axis bending buckling capacity incombined axial and bending capacity equations See Section00BS59503 for more explanation

my Computed Equivalent uniform moment factor for flexural buckling (my)which is used in the member buckling resistance equations Thisparameter modifies Y axis bending capacity in combined axialand bending capacity equations See Section 00BS59503 formore explanation


52 - 43





mz Computed Equivalent uniform moment factor for flexural buckling (mz)which is used in the member buckling resistance equations Thisparameter modifies Z axis bending capacity in combined axialand bending capacity equations See Section 00BS59503 formore explanation

myz Computed Equivalent uniform moment factor for lateral flexural buckling(myz) which is used in the member out-of-plane bucklingresistance equations This parameter modifies Y axis bendingcapacity in combined axial and bending capacity equations SeeSection 00BS59503 for more explanation

SDSWAYY YES Indicates the presence or absence of SiDeSWAY about the localY axis

YES = Sidesway permitted

NO = Sidesway prevented

SDSWAYZ YES Indicates the presence or absence of SiDeSWAY about the localZ axis




52 - 44





DESTLDY YES Indicates the presence or absence of a DESTabilizing LoaDwhich causes movement in the member local Y axis direction(and possibly rotation about the member local Y axis) Destabi-lizing load conditions exist when a load is applied in the local Zaxis direction of a member and both the load and the member arefree to deflect laterally (and possibly rotationally also) relative tothe centroid of the member This parameter is only applicable toLOADS list or ALL LOADS of the PARAMETERS command

YES = Destabilizing load

NO = Normal load

DESTLDZ YES Indicates the presence or absence of a DESTabilizing LoaDwhich causes movement in the member local Z axis direction(and possibly rotation about the member local Z axis) Destabi-lizing load conditions exist when a load is applied to the topflange (local Y axis load) of a member and both the load and theflange are free to deflect laterally (and possibly rotationally also)relative to the centroid of the member This parameter is onlyapplicable to LOADS list or ALL LOADS of the PARAMETERScommand


NO = Normal load

Force Limitation

FXMIN 2224 (N) Minimum axial force to be considered by the code anything lessin magnitude is taken as zero Units are in newtons (N)

FYMIN 2224 (N) Minimum Y-shear force to be considered by the code anythingless in magnitude is taken as zero


52 - 45





FZMIN 2224 (N) Minimum Z-shear force to be considered by the code anythingless 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 in mosttables

SUMMARY NO Indicates if SUMMARY information is to be saved for themember Choices are YES or NO see Sections 29 and 72 ofVolume 2A of the User Reference Manual for an explanation

PrintLim NO Parameter to request to print the section limiting values for limitstate and load and resistance factor codes This parameter isapplicable to the steel design CHECK and SELECT commands The default output from CHECK or SELECT command prints thesection force values A value of lsquoYESrsquo for this parameterindicates that the section limiting values should be printed insteadof default section forces


52 - 46





TRACE 40 Flag indication when checks of code provisions should be outputduring design or code checking See Section 72 of Volume 2A ofthe User Reference Manual for the explanation

1 = never

2 = on failure

3 = all checks

4 = controlling ActualAllowable values and section forces

VALUES 10 Flag indication if parameter or property values are to be outputwhen retrieved See Section 72 of Volume 2A of the UserReference Manual for the explanation

1 = no output





52 - 47

Table 00BS59501-2GTSTRUDL Profile Tables for the

Design based on the 00BS5950 Code


I shapes See Appendix C of Volume 2A for list of Applicable Tablenames for universal beams universal columns joists universalbearing piles I shapes W S M HP shapes wide flangeshapes etc

Single Angles See Appendix C of Volume 2A for list of single angle tablenames applicable to 00BS5950 code

Circular Hollow Sections See Appendix C of Volume 2A for list of circular hollowsection (pipe round HSS) table names applicable to 00BS5950code


52 - 48

Table 00BS59501-3




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 and Parameters

52 - 49





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


52 - 50

Table 00BS59501-4Effective Factor Values EFLEY and EFLEZ for

Nominal Effective Length LEy and LEz computationBritish Standard BS 5950-12000 Specification

a) non-sway mode




b) sway mode



Not held inposition



ExamplePARAMETERS


LY and LZ are the unbraced length for buckling about the local Y and Z axis of thecross-section (see parameter LY and LZ)


52 - 51

Table 00BS59501-5Effective Length LE

British Standard BS 5950-12000 SpecificationConditions of restraint at supports Alternate values for

Parameter LELoading conditions

Normal

DESTLDZ = NO

Destabilizing

DESTLDZ = YES




A1 07LLT 085LLT


A2 075LLT 09LLT


A3 08LLT 095LLT


A4 085LLT 10LLT




A6 10LLT + 2D 12LLT + 2D


A7 12LLT + 2D 14LLT + 2D

ExamplePARAMETERS




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)


52 - 52


GT STRUDL GTSTRUDL Indian Standard Design Code IS800

52 - 53

523 GTSTRUDL Indian Standard Design Code IS800

A new steel design code named IS800 has been added

IS800 CodeIndian Standard

IS800-1984

IS80012 IS800 Code

The IS800 code of GTSTRUDL may be used to select or check any of the followingshapes

I shapes Round BarsChannels PipesSingle angles Square Bars Tees Rectangular BarsDouble angles Structural Tubing

The term I shapes is used to mean ROLLED I beams and columns universal beams andcolumns W S M and HP profiles with doubly symmetric cross-sections

The code is based on the Indian Standard ldquoCode of Practice for General Construction inSteel (Second Revision)rdquo adopted April 25 1984 (Twelfth Reprint December 1995incorporating Amendments No 1 and 2) IS800-1984 The IS800 code utilizes the allowablestress design techniques of the Indian Standard IS800-1984 code

Design criteria for the above shapes are presented in Section IS8004 A detaileddiscussion is presented on the allowable stresses for each of these shapes in Sections IS80052through IS800510

The following assumptions are made throughout the IS800 code

1 The member under consideration is made of one grade of steel

2 The modulus of elasticity of the steel is 200000 MPa This is of particularimportance since the computation of several constants appearing in the equationsof the IS800-1984 Specification (92) is based on this value


Text Box
Double click the red tag13 to view complete13 IS800 Manual

GT STRUDLreg

S t e e l D e s i g n C o d e s U s e r M a n u a l

Volume 2 - IS800



V2 ii Rev T


V2 iii Rev T


Revision No


T 122006 New Indian Standard IS800 Steel design code added toGTSTRUDL

V2 iv Rev T

NOTICES

GTSTRUDLreg Users Manual Volume 2 - IS800 Steel Design Code Revision T isapplicable to Version 29 of GTSTRUDL released December 2006 and subsequent versions



DISCLAIMER







Copyright copy 2006

Georgia Tech Research CorporationAtlanta Georgia 30332-0355

ALL RIGHTS RESERVED


V2 v Rev T

Table of Contents

Chapter Page

GTSTRUDL Users Reference Manual Revision History iii

Notices iv

Disclaimer iv

Commercial Software Rights Legend iv

Table of Contents v

IS8001 GTSTRUDL Steel Design Codes 11 - 1IS80011 Introduction 11 - 1IS80012 IS800 Code 11 - 3

IS8002 Properties Used by IS800 2 - 1IS8003 Parameters Used by IS800 3 - 1IS8004 Provisions of IS800 4 - 1

IS80041 General Nomenclature for IS800 41 - 1IS80042 IS800 Provisions for I shapes 42 - 1IS80043 IS800 Provisions for Channels 43 - 1IS80044 IS800 Provisions for Single Angles 44 - 1IS80045 IS800 Provisions for Tees 45 - 1IS80046 IS800 Provisions for Double Angles 46 - 1IS80047 IS800 Provisions for Round Bars 47 - 1IS80048 IS800 Provisions for Pipes 48 - 1IS80049 IS800 Provisions for Square and Rectangular Bars 49 - 1IS800410 IS800 Provisions for Structural Tubing 410 - 1

APPENDICES

Appendix A References A-1Appendix B Use of GTTABLE B-1Appendix C GTSTRUDL Tables of Steel Profiles C-1

LIST OF FIGURES

Figure IS8001-1 Assumed Local Axes Direction for Hot Rolled Shapes 11 - 4Figure IS8002-1 Local Axes for Design with IS800 2 - 2Figure IS8003-1 Computation of CMY and CMZ 3 - 10Figure IS8003-2 Local Axis Buckling 3 - 14Figure IS8003-3 SIDESWAY Conditions 3 - 17Figure IS8003-4 Unbraced length of the compression flange for the TOP

and BOTTOM flange 3 - 19

V2 vi Rev T

Figure IS80042-1 Effective cross-section Properties for I shapes 42 - 3Figure IS80042-2 Bending Stresses for I Shapes 42 - 19Figure IS80043-1 Effective Cross-Section Properties for Channels 43 - 2Figure IS80043-2 Bending Stresses for Channels 43 - 10Figure IS80044-2 Effective Cross-Section Properties for Single Angles 44 - 2Figure IS80044-2 Compressive Bending Stress for Single Angles 44 - 8Figure IS80044-3 QY and QZ Computation for Single Angles 44 - 21Figure IS80045-1 Effective Cross-section Properties for Tees 45 - 2Figure IS80045-2 Bending Stresses for Tees 45 - 10Figure IS80046-1 Effective Cross-section Properties for Equal and Long

Legs back-to-back Double Angles 46 - 2Figure IS80046-2 Effective Cross-section Properties for Short Legs back-

to-back Double Angles 46 - 3Figure IS80046-3 Compressive Bending Stresses for Double Angles 46 - 12Figure IS80047-1 Bending Stresses for Round Bars 47 - 5Figure IS80048-1 Bending Stresses for Pipes 48 - 6Figure IS80049-1 Bending Stresses for Square and Rectangular Bars 49 - 5Figure IS800410-1 Effective Cross-Section Properties for Structural Tubing 410 - 2Figure IS800410-2 Bending Stresses for Structural Tubing 410 - 10

LIST OF TABLES

Table IS8001-1 IS800 Code Parameters 11 - 11Table IS8001-2 GTSTRUDL Indian Standard Code(s) 11 - 18Table IS8001-3 GTSTRUDL Profile Tables for the Design based on the

IS800 Codes 11 - 19Table IS8001-4 Permissible Steel Grade Based on 1993 AISC LRFD Second

Edition 1989 AISC ASD Ninth Edition and 1978 AISCSpecification 11 - 20

Table IS8003-1 Parameters in IS800 3 - 2

GT STRUDL GTSTRUDL Steel Design Code

V2 IS80011 - 1 Rev T

IS8001 GTSTRUDL Steel Design Code

IS80011 Introduction

The purpose of this volume is to discuss in detail the parameters properties and thecode provisions for the GTSTRUDL steel design IS800 code This volume is only applicableto steel design IS800 code

GTSTRUDL Steel Design Code GT STRUDL

Rev T IS80011 - 2 V2


GT STRUDL IS800 Code

V2 IS80011 - 3 Rev T


IS800-1984

IS80012 IS800 Code



The term I shapes is used to mean ROLLED I beams and columns universal beamsand columns W S M and HP profiles with doubly symmetric cross-sections

The code is based on the Indian Standard ldquoCode of Practice for General Constructionin Steel (Second Revision)rdquo adopted April 25 1984 (Twelfth Reprint December 1995incorporating Amendments No 1 and 2) IS800-1984 The IS800 code utilizes theallowable stress design techniques of the Indian Standard IS800-1984 code

Design criteria for the above shapes are presented in Section IS8004 A detaileddiscussion is presented on the allowable stresses for each of these shapes in SectionsIS80052 through IS800510


1 The member under consideration is made of one grade of steel2 The modulus of elasticity of the steel is 200000 MPa This is of particular

importance since the computation of several constants appearing in theequations of the IS800-1984 Specification (92) is based on this value


IS800 Code GT STRUDL

Rev T IS80011 - 4 V2

Figure IS8001-1 Assumed Local Axes Direction for Hot Rolled Shapes


V2 IS80011 - 5 Rev T

Figure IS8001-1 (continued) Assumed Local Axes Direction for Hot Rolled Shapes


Rev T IS80011 - 6 V2



V2 IS80011 - 7 Rev T

4 Double angle contains an adequate number of intermediate connectors (stitchplates) which make the two angles act as one Tee-like section

5 The IS800 code assumes all shapes are hot rolled In the case of a weldedplate shape the user must be certain that the section properties contained ina user created table of welded plate shapes are consistent with therequirements of the IS800-1984 Specification (92) For example in the caseof a welded plate I-shape section the shear area AY used for both analysisand shear stress checks must be equal to the web thickness times the interiordistance between flanges (ie WBTK times INTYD)

6 In the case of welded plates if the welded plates are not stress relieved avalue of lsquoNOrsquo should be specified for the parameter lsquoSTRERELIrsquo For moreexplanation see parameter lsquoSTRERELIrsquo and Section 3522 of IS800-1984

Tensile or compressive axial stresses bi-axial bending shear stresses and combinedstresses are considered by IS800 code Parameters allowing for the changes which occur instructural steel at high temperatures have been included and may be invoked at the usersdiscretion

The sections of the IS800-1984 Specifications (92) which are considered by theGTSTRUDL IS800 code are summarized below

Section Title

35 Geometrical Properties3521 Plate Thickness3522 Plate thickness

37 Maximum Slenderness Ratio371 The maximum slenderness ratio

41 Axial Stresses411 The permissible stress in axial tension511 The permissible stress in axial compression

6 Design of Members Subjected to Bending621 Maximum Bending Stresses623 Maximum Permissible Bending Compressive Stress in Beams624 Elastic Critical Stress625 Beams Bent About the Axis of Minimum Strength626 Angles and Tees


Rev T IS80011 - 8 V2

64 Shear Stresses641 Maximum Shear Stress642 Average Shear Stress624 Elastic Critical Stress625 Beams Bent About the Axis of Minimum Strength

71 Combined of Direct Stresses711 Combined Axial Compression and Bending712 Combined Axial Tension and Bending713 Symbols714 Bending and Shear


1 Table IS8001-1 Shows the parameters used by the IS800 code TableIS8001-1 contains the applicable parameter namestheir default values and a brief description of theparameters

2 Section IS8002 Describes the cross-section properties used for eachshape

3 Section IS8003 Contains detail discussion of the parameters used bythe IS800 code and they are presented in alphabeticorder in this section

4 Section IS8004 Describes the subsections in the Section IS80045 Section IS80041 Defines the symbols used in the IS800 code

provisions6 Section IS80042 Contains detailed discussion of the code provisions

and the equations applicable to the I shape cross-sections subjected to bending and axial forces

7 Section IS80043 Contains detailed discussion of the code provisionsand the equations applicable to the Channel cross-sections subjected to bending and axial forces

8 Section IS80044 Contains detailed discussion of the code provisionsand the equations applicable to the Single Anglecross-sections subjected to bending and axial forces


V2 IS80011 - 9 Rev T

9 Section IS80045 Contains detailed discussion of the code provisionsand the equations applicable to the Tee cross-sectionssubjected to bending and axial forces

10 Section IS80046 Contains detailed discussion of the code provisionsand the equations applicable to the Double Anglecross-sections subjected to bending and axial forces

11 Section IS80047 Contains detailed discussion of the code provisionsand the equations applicable to the Round Bar cross-sections subjected to bending and axial forces

12 Section IS80048 Contains detailed discussion of the code provisionsand the equations applicable to the Pipe cross-sectionssubjected to bending and axial forces

13 Section IS80049 Contains detailed discussion of the code provisionsand the equations applicable to the Square andRectangular Bar cross-sections subjected to bendingand axial forces

14 Section IS800410 Contains detailed discussion of the code provisionsand the equations applicable to the Structural Tubingcross-sections subjected to bending and axial forces


Rev T IS80011 - 10 V2



V2 IS80011 - 11 Rev T

Table IS8001-1

IS800 Code Parameters


CODE Required Identifies the code to be used for member checking ormember selection Specify IS800 for code name See TableIS8001-2 and Sections IS8002 IS8003 and IS8004 for amore detailed description

TBLNAM ISBEAMS Identifies the table of profiles to be used during selection(SELECT command) See Table IS8001-3 for choices

CODETOL 00 Percent variance from 10 for compliance with the provisionsof a code The ratio of ActualAllowable must be less than orequal to [10 + CODETOL100]


a 2540000 Distance between web stiffeners This parameter is used to(mm) compute ah ratio The ah ratio is the ratio of the distance

between stiffeners to the web depth An arbitrary high valueof 2540000 (mm) has been assumed as a default to indicatethat web stiffeners are absent A value is necessary to accountfor web stiffeners in the allowable shear stress calculation(Provision lsquo642 Yrsquo and lsquo642 Zrsquo)

STRERELI YES Parameter to specify if the welded plates are stress relieved ornot This parameter is used for the computationof theeffective clear depth of the web (see Section 3522 ofIS800-1984 and Section IS80042 of Volume 2 - IS800) Avalue of NO indicates that when the effective clear depth ofthe web is being computed assume that the welded plates arenot stress relieved The default value of lsquoYESrsquo indicates thatthe cross-section is stress relieved


Rev T IS80011 - 12 V2

Table IS8001-1 (continued)



Material Properties

STEELGRD A36 Identifies the grade of steel from which a member is madeSee Table IS8001-4 for steel grades and their properties

FY Computed Yield stress of member Computed from STEELGRD if notgiven

REDFY 10 Reduction factor for FY This factor times FY gives the fyvalue used by the code Used to account for property changesat high temperatures

REDE 10 Reduction factor for E the modulus of elasticity Similar toREDFY

Slenderness Ratio

SLENCOMP Computed Maximum permissible slenderness ratio (KLr) for membersubjected to axial compression When no value is specifiedfor this parameter the value of 180 is used for the maximumslenderness ratio

SLENTEN Computed Maximum permissible slenderness ratio (Lr) for membersubjected to axial tension When no value is specified for thisparameter the value of 400 is used for the maximumslenderness ratio

K-Factors

COMPK NO Parameter to request the computation of the effective lengthfactors KY and KZ (Section 22 of Volume 2A)YES = Compute KY and KZ factors KY = Compute KY onlyKZ = Compute KZ onlyNO = Use default or specified values for KY and KZ


V2 IS80011 - 13 Rev T





KY 10 Effective length factor for buckling about the local Y axis ofthe profile See Section 22 of Volume 2A for GTSTRUDLcomputation of effective length factor KY

KZ 10 Effective length factor for buckling about the local Z axis ofthe profile See Section 22 of Volume 2A for GTSTRUDLcomputation of effective 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 A valueof lsquoNOrsquo indicates that K-factor values and the names of theattached columns to the start and end of the designed membershould not be printed

SDSWAYY YES Indicates the presence or absence of sidesway about the localY axisYES = sidesway permittedNO = sidesway prevented

SDSWAYZ YES Indicates the presence or absence of sidesway about the localZ axisYES = sidesway permittedNO = sidesway prevented


Rev T IS80011 - 14 V2




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 automaticallyNO = member of physical member is not cantilever

YES = member of 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 parameterCOMPK KY and Section 22 of Volume 2A)

GAZ Computed G-factor at the start joint of the member GAZ is used in thecalculation of effective length factor KZ (see parameterCOMPK KZ and Section 22 of Volume 2A)

GBY Computed G-factor at the end joint of the member GBY is used in thecalculation of effective length factor KY (see parameterCOMPK KY and Section 22 of Volume 2A)Table IS8001-1 (continued)

GBZ Computed G-factor at the end joint of the member GBZ is used in thecalculation of effective length factor KZ (see parameterCOMPK KZ and Section 22 of Volume 2A)

Buckling Length

LY Computed Unbraced length for buckling about the local Y axis of theprofile Computed as length of member

LZ Computed Unbraced length for buckling about the local Z axis of theprofile Computed as length of member


V2 IS80011 - 15 Rev T




Buckling Length (continued)

FRLY 10 Fractional form of the parameter LY Allows the unbracedlength to be specified as fractions of the total length Usedonly when LY is computed


Bending Stress

UNLCF Computed Unbraced length of the compression flange Computed aslength of member In this parameter no distinction is madebetween the unbraced length for the top or bottom flange SeeUNLCFTF or UNLCFBF

FRUNLCF 10 Fractional form of the parameter UNLCF Allows theunbraced length to be specified as a fraction of the totallength Used only when UNLCF is computed

UNLCFTF Computed Unbraced length of the compression flange for the top flangeWhen no value is specified UNLCF and FRUNLCF is usedfor this parameter

UNLCFBF Computed Unbraced length of the compression flange for the bottomflange When no value is specified UNLCF and FRUNLCFis used for this parameter


Rev T IS80011 - 16 V2




Combined Stresses

AXEFF 00 Axial stress reduction factor indicating the amount of theaxial stress which is to be deducted from a correspondingbending stress acting in the opposite direction (see ProvisionslsquoAXC TBENrsquo and lsquoAXT CBENrsquo for Channels SectionIS80043)

CMY Computed Coefficient which modifies Y axis bending stress in interac-tion equation (IS800-1984 Second Ed Section 7 (92))

CMZ Computed Coefficient which modifies Z axis bending stress in interac-tion equation (IS800-1984 Second Ed Section 7 (92))

Force Limitation

FXMIN 22 (N) Minimum axial force to be considered by the code anythingless in magnitude is taken as zero



MYMIN 22600 Minimum Y-bending moment to be considered by the code(mm-N) anything less in magnitude is taken as zero

MZMIN 22600 Minimum Z-bending moment to be considered by the code(mm-N) anything less in magnitude is taken as zero


V2 IS80011 - 17 Rev T






PRIDTA 10 Flag for requesting output from selection procedure1 = no output2 = output 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 for explanation

PrintStr NO Parameter to request to print the section actual and allowablevalues for allowable stress design codes The default outputfrom CHECK or SELECT command prints the section forcevalues A value of lsquoYESrsquo for this parameter indicates that thesection actual and allowable values should be printed insteadof default section forces

TRACE 40 Flag indication when checks of code provisions should beoutput during design or code checking See Section 72 ofVolume 2A for explanation1 = 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 forexplanation1 = no output2 = output parameters3 = output properties4 = output parameters and properties


Rev T IS80011 - 18 V2

Table IS8001-2

GTSTRUDL Indian Standard Code(s)


IS800 IS8002-1 Checks compliance of I shape Single angle Channel TeeDouble angles Solid Round bar Pipe Solid Square andRectangular bar and Structural tubing shape profiles to theIndian Standard IS800-1984 Specification (92)


V2 IS80011 - 19 Rev T

Table IS8001-3

GTSTRUDL Profile Tables for theDesign based on the IS800 Codes



Channels for list of channel cross-section table names applicable to IS800code

Single Angles See Appendix C of Volume 2A for list of single angle cross-section table names applicable to IS800 code

Tees See Appendix C of Volume 2A for list of tee cross-section tablenames applicable to IS800 code

Double Angles See Appendix C of Volume 2A for list of double angle cross-section table names applicable to IS800 code

Solid Round Bars See Appendix C of Volume 2A list of solid round bar cross-section table names applicable to IS800 code

Pipes See Appendix C of Volume 2A for list of pipe (round HSScircular hollow section) cross-section table names applicable toIS800 code

Solid Square Bars See Appendix C of Volume 2A for list of solid square bar cross-section table names applicable to IS800 code

Solid Rectangular Bars See Appendix C of Volume 2A for list of solid rectangular barcross-section table names applicable to IS800 code

Structural Tubes See Appendix C of Volume 2A for list of rectangular and squarestructural tube (rectangular and square HSS rectangular andsquare hollow section) cross-section table names applicable toIS800 code


Rev T IS80011 - 20 V2

Table IS8001-4

Permissible Steel Grade Based on 1993 AISC LRFD Second Edition 1989 AISC ASD Ninth Edition

and 1978 AISC Specification

Assumed Value of Yield Stress Fy and Minimum Tensile Strength Fts

Steel GradeASTM

Designation


Fu Fts Tensile Stress (ksi)

1 2 3 4 5

A36 3658

3658

3658

3658

3658

A529 4260

NA NA NA NA

A441 5070

5070

4667

4263

4263

A572-G42 4260

4260

4260

4260

4260

A572-G50 5065

5065

5065

5065

5065

A572-G60 6075

6075

NA NA NA

A572-G65 6580

NA NA NA NA

A242 5070

5070

4675

4263

4263

A588 5070

5070

5070

5070

5070

NA indicates that shapes in the corresponding group are not produced for that grade of steel GTSTRUDL assumes Fy andFts to be zero in such cases and will not select profiles for these combinations of group number and steel grade Yieldstrengths (Fy) and minimum tensile strengths (Fts) were obtained from the summary of ASTM specifications included inthe 1993 AISC LRFD Second Edition 1989 AISC ASD Ninth Edition and the 1978 AISC specification

GT STRUDL Properties Used by IS800

V2 IS8002 - 1 Rev T

IS8002 Properties Used by IS800

This section describes the profile properties used by the IS800 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 IS800 code is to be used The orientationof the principal axes (Z and Y) for each shape is shown in Figure IS8002-1

Properties Used by IS800 GT STRUDL

Rev T IS8002 - 2 V2

Figure IS8002-1 Local Axes for Design with IS800


V2 IS8002 - 3 Rev T

Figure IS8002-1 Local Axes for Design with IS800 (Continued)


Rev T IS8002 - 4 V2

I shapes

For W shapes and other doubly symmetric I beams the followingproperties are required


thicknessAZ = 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 axisFLTK = flange thicknessWBTK = web thicknessYD = profile depthYC = positive Y direction distance from the Z axis to the extreme

fiber along the Y axis (half of the 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 = clear depth of the web computed as the profile depth minus

twice the flange thicknessBF2TF = bt ratio of the flange computed as 12 the flange width divided

by the flange thickness EY = distance from centroid to shear center parallel to the Y axisEZ = distance from centroid to shear center parallel to the Z axisND = nominal depthWEIGHT = weight per unit lengthGRPNUM = 10SHAPE = a number that indicates the profile shape



V2 IS8002 - 5 Rev T

Channels



thicknessAZ = 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 = negative direction section modulus about the Y axis (IY(ZD-

ZC))SYS = positive direction section modulus about the Y axis (IYZC)SZ = section modulus about the Z axisFLTK = flange thicknessWBTK = web thicknessYD = profile depthYC = positive Y direction distance from the Z axis to the extreme


fiber along the Z axis (from Y axis to the web extreme fiber)INTYD = clear depth of the web computed as the profile depth minus

twice the flange thicknessBF2TF = bt ratio of the flange computed as the total flange width

divided by the flange thicknessEY = distance from centroid to shear center parallel to the Y axisEZ = distance from centroid to shear center parallel to the Z axisND = nominal depthWEIGHT = weight per unit lengthGRPNUM = 10SHAPE = a number that indicates the profile shape



Rev T IS8002 - 6 V2

Single Angles



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 J M Gere Mechanics of Materials D VonNostrand New York 1972

AZ = Z-shear area along the Z-principle axis AZ is taken as 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




YC))THICK = thickness of the single angleLEG1 = length of the longer legLEG2 = length of the shorter leg


V2 IS8002 - 7 Rev T

YD = depth parallel to principal Y axis= LEG2timescos (ALPHA)+THICKtimessin (ALPHA)

YC = positive Y direction distance from the Z axis to the extremefiber along the Y axis

ZD = depth parallel to principal Z axis= LEG1timescos (ALPHA) + LEG2timessin (ALPHA)

ZC = positive Z direction distance from the Y axis to the extremefiber along the Z axis

ALPHA = angle between the longer leg of the angle and the principal Zaxis

EY = distance from centroid to shear center parallel to the principalY axis

EZ = distance from centroid to shear center parallel to the principalZ axis


= 30 single angles


Rev T IS8002 - 8 V2

Tees


AX = cross-sectional areaAY = Y axis shear area computed as 23 of the profile depth times

web thicknessAZ = 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 = negative direction section modulus about the Z axis

(IZ(YD-YC))SZS = positive direction section modulus about the Z axis (IZYC)FLTK = flange thicknessWBTK = web thicknessYD = profile depthYC = positive Y direction distance from the Z axis to the extreme

fiber along the Y axis (from Z axis to top-of-flange)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 = clear depth of the web computed as the profile depth minus the

flange thicknessBF2TF = bt ratio of the flange computed as 12 the flange width divided

by the flange thicknessEY = distance from centroid to shear center parallel to the Y axisEZ = distance from centroid to shear center parallel to the Z axisND = nominal depthWEIGHT = weight per unit lengthGRPNUM = 10SHAPE = a number that indicates the profile shape



V2 IS8002 - 9 Rev T

Double Angles


AX = cross section areaAY = Y-axis shear area computed as 23 of the profile depth times

twice the leg thicknessAZ = 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 axis RZ = radius of gyration about the Z axis SY = section modulus about Y axis SZ = negative direction section modulus about Z axis (IZ(YD-YC))SZS = positive direction section modulus about Z axis (IZYC)THICK = thickness of the flange (note the thickness of both single angles

is assumed to be the same and uniform)LEGl = length of the longer leg of each single angle which makes up

the double angleLEG2 = length of the shorter leg of each single angle which makes up

the double angleSPACING = spacing between the single angles When each angle is in

contact SPACING equals zero YD = depth parallel to Y axisYC = positive Y direction distance from the Z axis to the extreme

fiber along the Y axisZD = depth parallel to Z axisZC = positive Z direction distance from the Y axis to the extreme

fiber along the Z axisEY = distance from centroid to shear center parallel to the Y axisEZ = distance from centroid to shear center parallel to the Z axisGRPNUM = 10SHAPE = a number that indicates the profile shape



Rev T IS8002 - 10 V2

Solid Round Bars


AX = cross-sectional areaAY = Y axis shear area computed as 34 of AXAZ = Z axis shear area computed as 34 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 axisYD = depth parallel to Y axis (diameter of bar)YC = distance to extreme fiber in positive Y direction (radius of bar)ZD = depth parallel to Z axis (diameter of bar)ZC = distance to extreme fiber in positive Z direction (radius of bar)GRPNUM = 10SHAPE = a number that indicates the profile shape



V2 IS8002 - 11 Rev T

Pipes

For Pipes the following properties are required

AX = cross-sectional area AY = Y axis shear area computed as 12 of AX AZ = Z axis shear area computed as 12 of AX 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 axis RZ = radius of gyration about the Z axisSY = section modulus about the Y axis SZ = section modulus about the Z axis OD = outside diameter of the pipe ID = inside diameter of the pipeTHICK = thickness of the pipe YD = depth parallel to Y axis (OD)YC = distance to extreme fiber in positive Y direction (OD20)ZD = depth parallel to Z axis (OD)ZC = distance to extreme fiber in positive Z direction (OD20)ND = nominal depthGRPNUM = 10SHAPE = a number that indicates the profile shape

= 51 pipes


Rev T IS8002 - 12 V2



AX = cross-sectional area AY = Y axis shear area computed as 23 of AX AZ = Z axis shear area computed as 23 of AX 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 axis RZ = radius of gyration about the Z axis SY = section modulus about the Y axisSZ = section modulus about the Z axisYD = depth parallel to Y axisYC = distance to extreme fiber in positive Y direction (YD2)ZD = depth parallel to Z axisZC = distance to extreme fiber in positive Z direction (ZD2)GRPNUM = 10SHAPE = a number that indicates the profile shape



V2 IS8002 - 13 Rev T

Structural Tubing

For Structural Tubing the following properties are required

AX = cross-sectional area AY = Y axis shear area computed as twice the web thickness times

the flat width of the webAZ = Z axis shear area computed as twice the flange thickness times

the flat width of the flange IX = torsional moment of inertiaIY = moment of inertia about the Y axisIZ = moment of inertia about the Z axisRY = radius of gyration about Y axisRZ = radius of gyration about Z axisSY = section modulus about Y axisSZ = section modulus about Z axisFLTK = flange thicknessWBTK = web thickness YD = profile depth YC = positive Y direction distance from the Z axis to the extreme

fiber along the Y axis (YD2)ZD = profile width ZC = positive Z direction distance from the Y axis to the extreme

fiber along the Z axis (ZD2)INTYD = flat width of the web (YD-2timesFLTK-2timesradius)INTZD = flat width of the flange (ZD-2timesWBTK-2timesradius)EY = distance from centroid to shear center parallel to the Y axisEZ = distance from centroid to shear center parallel to the Z axisND = nominal depthGRPNUM = 10SHAPE = a number that indicates the profile shape





Rev T IS8002 - 14 V2


GT STRUDL Parameters Used by IS800

V2 IS8003 - 1 Rev T

IS8003 Parameters Used by IS800

The parameters used by IS800 code may be grouped into three general categories


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 code parameters are used to specify information and coefficientsdirectly referenced in the code With the notable exception of CODETOL parameters of thesecond group are seldom used A knowledge of the system and control parameters allowsthe user greater flexibility when using the IS800 code The vast majority of parameters fallinto the code category and have a direct bearing on IS800 code and the results it produces

For the categories described above the parameters used by IS800 code are presentedbelow and are summarized in the Table IS8003-1 The system and control parameters arediscussed first followed by the code parameters

Parameters Used by IS800 GT STRUDL

Rev T IS8003 - 2 V2

Table IS80031

Parameters in IS800


a 2540000 (mm) Real value in active unitsAXEFF 00 Real valueCantiMem NO YESCMY Computed Real valueCMZ Computed Real valueCODE Required IS800CODETOL 00 Percent ToleranceCOMPK NO YES KY KZFRLY 10 Fraction of member lengthFRLZ 10 Fraction of member lengthFRUNLCF 10 Fraction of member lengthFXMIN 22 (N) Real value in active unitsFY Computed Real value in active unitsFYMIN 22 (N) Real value in active unitsFZMIN 22 (N) Real value in active unitsGAY Computed Real valueGAZ Computed Real valueGBY Computed Real valueGBZ Computed Real valueKY 10 Real valueKZ 10 Real valueLY Member Length Real value in active unitsLZ Member Length Real value in active unitsMYMIN 22600 (N-mm) Real value in active unitsMZMIN 22600 (N-mm) Real value in active unitsPF 10 Fraction of areaPRIDTA 10 20Print-K YES NOPrintStr NO YESREDE 10 Reduction factor for EREDFY 10 Reduction factor for FYSDSWAYY YES NOSDSWAYZ YES NO


V2 IS8003 - 3 Rev T


Parameters in IS800


SLENCOMP 1800 Real valueSLENTEN 4000 Real valueSTEELGRD A36 Table IS8001-3STRERELI YES NOSUMMARY NO YESTBLNAM ISBEAMS Table IS8001-2TRACE 4 1 2 3UNLCF Member Length Real value in active unitsUNLCFBF Member Length Real value in active unitsUNLCFTF Member Length Real value in active unitsVALUES 1 2 3 4


Rev T IS8003 - 4 V2

System Parameters

PRIDTA 1 2


PrintStr NO YES

Parameter to request to print the section stress values for allowable stressdesign codes This parameter is applicable to the steel design CHECK and SELECTcommands The default output from CHECK or SELECT command prints thesection force values A value of YES for this parameter indicates that the sectionstress values should be printed instead of default section forces

SUMMARY NO YES


TRACE 1 2 3 4

The TRACE parameter is used to monitor the evaluation of code provisionsduring a SELECT or CHECK command The four options are 1 - no provisions are output


V2 IS8003 - 5 Rev T

2 - outputs any provisions which fail

3 - outputs all provisions that are considered and

4 - outputs the largest value of actualallowable ratio computed

Whenever 2 or 3 is selected a heading indicating the case for which theprovision is being evaluated is output before the provision values are listed Thisheading identifies the member the profile and table being used the code and itsinternal units the loading and section location being considered and the forces actingon the member for that section and loading For each provision at that section andloading the allowable and actual values and the actualallowable ratio are outputFigure 72-1 of Volume 2A illustrates the information output by a TRACE value of3 For a TRACE value of 2 only those provisions for which the actual exceeded theallowable are output The order in which provisions are output depends on the codebeing used and on the forces acting at the particular section and loading When novalue is specified for the parameter TRACE the default value of 4 is assumed Thedefault output generated for the SELECT or the CHECK command shows themember name the code name the profile name the table name the loadingcondition and the section location where the largest actualallowable value occursthe provision name corresponding to the largest actualallowable value the largestvalue of actualallowable ratio computed and the internal member section forces atthe section with the largest actualallowable ratio

VALUES 1 2 3 4


1 - no parameter or property values is output

2 - outputs only parameter values

3 - outputs only property values and


Rev T IS8003 - 6 V2

4 - outputs both parameter and property values



V2 IS8003 - 7 Rev T

Control Parameters











Rev T IS8003 - 8 V2

MYMIN 22600 N-mm Alternate value in active units


MZMIN 22600 N-mm Alternate value in active units


NOTE Values given for FXMIN FYMIN FZMIN MYMIN and MZMIN should alwaysbe greater than zero so that checks of extremely small forces and moments are not madeForces and moments with magnitudes of 0001 and less may be present due to numericallimitations of the computer In most structures forces of this magnitude are negligible whencompared to the forces usually found in a member Default values for the minimums areappropriate for most applications


V2 IS8003 - 9 Rev T

Code Parameters


Parameter a is the clear distance between transverse stiffeners Thisparameter is used to compute ah ratio which is used in the computation of thelimiting shear stress The default value indicates that the shear check does notconsider transverse stiffeners A user specified value for parameter a causes theautomatic computation of the ah ratio h is defined as the total depth minus twice theflange thickness for I-shapes h is the same as the table property INTYD INTYDis the clear distance between flanges (see Section IS8002)

AXEFF 00 Alternate value

AXEFF is the fraction of the axial stress which is deducted from bendingstress in the opposite direction This is done when combined tensile bending stressis checked for a member in axial compression or when combined compressivebending stress is checked for a member in axial tension (see Provisions lsquoAXCTBENrsquo and lsquoAXT CBENrsquo for Channels Section IS80043)

CantiMem NO YES

This parameter indicates that a member or a physical member which is partof a cantilever truss should be considered as a cantilever beam in the K-factorcomputation This parameter can be used in special cases when the program can notautomatically detect that the beam connected to the column is a cantilever Thespecial case when this parameter may be used is when the beam that is connected tothe column is part of a cantilever truss system and the program automatically is notable to detect that the beam should be considered as a cantilever beam in the K-factorcomputation Keep in mind that only true cantilever members or physical membersare detected automatically A value of YES for this parameter indicates that themember of physical member is cantilever

CMY Computed Alternate value

CMY is the moment reduction factor used in Section 711 of the IS800-1984(92) for Y axis bending Computation of the default value for CMY is shown inFigure IS8003-1 A member is considered to be restrained unless a FORCE Z orMOMENT Y release is specified for one or both ends of the member If a memberload causes Y axis bending the member is considered to be transversely loadedExamples of such loadings would include MEMBER LOAD Z direction forces andY axis moments or MEMBER DISTORTION displacements in the Z direction androtations about the Y axis Member loads which are described as GLOBAL orPROJECTED are rotated into the members local axis directions before they areexamined


Rev T IS8003 - 10 V2

Figure IS8003-1 Computation of CMY and CMZ


V2 IS8003 - 11 Rev T

CMZ Computed Alternate value

CMZ is the moment reduction factor used in Section 711 of the IS800-1984 (92) for Z axis bending Computation of the default value for CMZ is shownin Figure IS8003-1 A member is considered to be restrained unless a FORCE Y orMOMENT Z release is specified for one or both ends of the member If a memberload causes Z axis bending the member is considered to be transversely loadedExamples of such loadings would include MEMBER LOAD Y direction forces andZ axis moments or MEMBER DISTORTION displacements in the Y direction androtations about the Z axis Member loads which are applied as GLOBAL orPROJECTED are rotated into the members local axis directions before they areexamined

CODE Required

The CODE parameter indicates the code procedure which should be used fordesigning or checking a member A value of IS800 must be specified for thisparameter to check code based on IS800-1984 IS800 design or code check is basedon the Indian Standard ldquoCode of Practice for General Construction in Steel (SecondRevision)rdquo adopted April 25 1984

COMPK NO YES KY KZ


The value of YES indicates that the values of KY and KZ are to be computedby GTSTRUDL in the member selection and code check procedures (SELECT orCHECK command) The K-factors computed by GTSTRUDL is based on the AISC(American Institute of Steel Construction) guidelines If the value of COMPK is NOthe values of KY and KZ are taken as either specified by the user or as 10 by default

The value of KY or KZ for the parameter COMPK indicates that only thespecified effective length factor should be computed Refer to Section 22 of Volume2A for more discussion of the effective length factor computation


Rev T IS8003 - 12 V2


FRLY specifies the unbraced length for buckling about the Y axis LY as afraction of the members effective length FRLY may be less than or greater than 10This option works only when LY is computed


FRLZ specifies the unbraced length for buckling about the Z axis LZ as afraction of the members effective length FRLZ may be less than or greater than 10This option works only when LZ is computed


FRUNLCF specifies the unbraced length of the compression flange UNLCFas a fraction of the members effective length FRUNLCF may be less than or greaterthan 10 This option works only when UNLCF is computed

FY Computed Alternate value in active units

FY may be used to specify the yield strength of a member rather than havingit computed from STEELGRD and GRPNUM When FY is specified for a memberits value remains constant irrespective of profile size under consideration The valueof STEELGRD is not considered for such members even if it was specified








V2 IS8003 - 13 Rev T




KY is the effective length factor used for buckling about the local member Yaxis (Figure IS8003-2) and its value is determined according to the followingprovisions

(1) KY is taken either as 10 by default or as the alternative value specified by theuser if the value of the COMPK parameter is equal to NO



KZ is the effective length factor used for buckling about the local member Zaxis (Figure IS8003-2) and its value is determined according to the followingprovisions

(1) KZ is taken either as 10 by default or as the alternative value specified by theuser if the value of the COMPK parameter is equal to NO



LY specifies the unbraced length for buckling about the Y axis as shown inFigure IS8003-2 The default is computed as the effective member length times thevalue of the FRLY parameter The effective length of a member is the joint-to-jointdistance unless eccentricities andor end joint sizes are given When eccentricitiesare given the eccentric start-to-end length of the member is used For end joint sizesthe end joint size at both ends is subtracted from the effective length which wouldhave been used LY may be specified larger or smaller than the members effectivelength and no comparisons are made between the two See Section 218 of Volume1 for a discussion of member eccentricities and end joint sizes


Rev T IS8003 - 14 V2

Figure IS8003-2 Local Axis Buckling


V2 IS8003 - 15 Rev T


LZ specifies the unbraced length for buckling about the Z axis as shown inFigure IS8003-2 The default is computed as the effective member length times thevalue of the FRLZ parameter See the LY parameter above for a description of theeffective length



Print-K YES NO

Parameter to print the computed K-factor values after the default code checkor select command output (TRACE 4 output) The default value of lsquoYESrsquo for thisparameter indicates that the computed K-factor values should be printed after thecode check or select command output The column names attached to the start andend of the code checked member is also printed This printed information allows theuser to inspect the automatic detection of the columns attached to the start and endof the designed member A value of lsquoNOrsquo indicates that K-factor values and thenames of the attached columns to the start and end of the designed member shouldnot be printed


The modulus of elasticity for a member is multiplied by this factor before usein the design equations of the IS800 code The value of E specified in theCONSTANTS command is not altered when used in analysis commands

REDFY 10 Reduction factor for FY

The parameter REDFY is a reduction factor for the yield strength FY of amember This parameter is intended to reflect the change in yield strength whichoccurs at higher temperatures An alternate use for REDFY would be to introducean additional factor of safety into the design equations The yield strength used in theprovision is equal to REDFY multiplied by FY (REDFY times FY)


Rev T IS8003 - 16 V2

SDSWAYY YES NO

SDSWAYY indicates the presence of sidesway about the Y axis of themember A value of YES indicates that sidesway is permitted this is often referredto as an unbraced frame For braced frames in which sidesway is prevented a valueof NO should be specified Figure IS8003-3 illustrates the direction of sway relativeto the column orientation

SDSWAYZ YES NO

SDSWAYZ indicates the presence of sidesway about the Z axis of themember A value of YES indicates that sidesway is permitted this is often referredto as an unbraced frame For braced frames in which sidesway is prevented a valueof NO should be specified Figure IS8003-3 illustrates the direction of sway relativeto the column orientation





STEELGRD A36 Value from Table IS8001-4

STEELGRD specifies the grade of steel from which a member is to be madeUsing the value of STEELGRD the yield strength (FY) can be correctly determined

STRERELI YES NO

This parameter is to specify if the welded plates are stress relieved or notThis parameter is used for the computation of the effective clear depth of theweb (see Section 3522 of IS800-1984) Equations for this computation areshown in Provisions lsquoINTYDecrsquo and lsquoYDcrsquo in Section IS80042 for Ishapes Section IS80043 FOR CHANNELS Section IS80045 for teesSection IS80046 for double angles and Section IS800410 for structuraltube cross-sections A value of lsquoNOrsquo indicates that when the effective cleardepth of the web is being computed assume that the welded plates are notstress relieved The default value of lsquoYESrsquo indicates that the cross-sectionis stress relieved


V2 IS8003 - 17 Rev T

Figure IS8003-3 SIDESWAY Conditions


Rev T IS8003 - 18 V2


UNLCF specifies the unbraced length of the compression flange which isused in computing the allowable bending stress of a member The maximumdistance between points of adequate lateral support for the compression flange shouldbe used The default is computed as the effective length of the member times thevalue of the FRUNLCF parameter Refer to the parameter LY for a discussion of amembers effective length


UNLCFBF specifies the unbraced length of the compression flange for thebottom flange which is used in computing the allowable bending stress of a memberBottom flange is defined as the flange in the local negative Y axis direction of a crosssection as shown in Figure IS8003-4 UNLCFBF is used when negative strong axisbending (negative MZ) is acting on the member which causes compression on thebottom flange The maximum distance between points of adequate lateral supportfor the bottom compression flange should be used When an alternate value for thisparameter has not been specified the value for the parameter UNLCF is used Seeparameter UNLCF for the default treatment of the parameter UNLCFBF


UNLCFTF specifies the unbraced length of the compression flange for the topflange which is used in computing the allowable bending stress of a member Topflange is defined as the flange in the local positive Y axis direction of a cross sectionas shown in Figure IS8003-4 UNLCFTF is used when positive strong axis bending(positive MZ) is acting on the member which causes compression on the top flangeThe maximum distance between points of adequate lateral support for the topcompression flange should be used When an alternate value for this parameter hasnot been specified the value for the parameter UNLCF is used See parameterUNLCF for the default treatment of the parameter UNLCFTF


V2 IS8003 - 19 Rev T

Figure IS8003-4 Unbraced length of the compression flange for the TOP andBOTTOM flange


Rev T IS8003 - 20 V2


GT STRUDL Provisions of IS800

V2 IS8004 - 1 Rev T

IS8004 Provisions of IS800

This section presents the equations used in IS800 code to determine the acceptabilityof a profile The equations have been divided into provisions where each provisionrepresents a comparison which may be output with the TRACE parameter andor stored withthe SUMMARY parameter Provision names used in SUMMARY and TRACE output aregiven and then the equations used in the particular provision are followed Each provisionis accompanied by a brief description of the check being made and the section of the IndianStandard IS800-1984 Specification (92) on which it is based Conditions which determinewhether or not a provision is to be checked are described before each provision Symbolsparameters and properties used in the provisions have been described in the precedingsections

The remainder of this section is divided into nine (9) subsections Since each shapehas a unique design procedure they are presented in separate subsections as shown below

Shape Subsection

I shapes IS80042

Channels IS80043

Single Angles IS80044

Tees IS80045

Double Angles IS80046

Round Bars IS80047

Pipes IS80048

Square and Rectangular Bars IS80049

Structural Tubes IS800410

Provisions of IS800 GT STRUDL

Rev T IS8004 - 2 V2


GT STRUDL General Nomenclature for IS800

V2 IS80041 - 1 Rev T

IS80041 General Nomenclature for IS800

This section defines the symbols used in describing the provisions of the IS800 codeTo minimize confusion the notation of the Indian Standard IS800-1984 Specification (92)is used whenever possible Symbols that are determined from parameters are identified inthis section When appropriate the units of a symbol are shown after its definition

a = clear distance between transverse stiffeners (mm)Ae = effective cross-sectional area (mm2)AX = A = cross-sectional area (mm2)AXEFF = fraction of the axial stress which is deducted from the

bending stress in the opposite direction (see ParameterAXEFF)

b = width of stiffened or unstiffened compression element(mm)

be = effective width of stiffened compression element(mm)

bf = ZD = flange width (mm)CMYCMZ = CmyCmz = coefficients applied to bending terms in interaction

formula (see Parameters CMY and CMZrespectively)

d = h = INTYD= clear distance between flanges of I shaped sections or

channels (mm)E = modulus of elasticity of steel ((MPa) see the parameter

REDE (E = REDEtimes(the analysis constant E))) = value of the parameter CODETOL divided by 100accal = actual axial compressive stress (MPa)ac = allowable axial compressive stress (MPa)bcycal = actual compressive bending stress about member Y

axis (MPa)bcy = allowable compressive bending stress about member Y

axis (MPa)bczcal = actual compressive bending stress about member Z

axis (MPa)bcz = allowable compressive bending stress about member Z

axis (MPa)btycal = actual tensile bending stress about member Y axis

(MPa)bty = allowable tensile bending stress about member Y axis

(MPa)

General Nomenclature for IS800 GT STRUDL

Rev T IS80041 - 2 V2

btzcal = actual tensile bending stress about member Z axis(MPa)

btz = allowable tensile bending stress about member Z axis(MPa)

Fe = fcb = flexural-torsional elastic buckling stress (MPa)FLTK = tf = flange thickness (mm)atcal = actual tensile stress (MPa)at = allowable tensile stress in the absence of bending

moment (Mpa)vacal = actual average shear stress in the member Y axis

direction (MPa)va = allowable average shear stress in the member Y axis

direction (MPa)vmcal = actual maximum shear stress (MPa)vm = allowable maximum shear stress (MPa)FX = axial load (N) (positive represents a tensile load

negative represents a compressive load)FXMIN = smallest magnitude axial force which will be consid-

ered by the code see Parameter FXMIN (MPa)FY = shear force in member Y direction (N)FY = fy = yield strength of steel (MPa) (see Parameters FY and

REDFY)FYMIN = smallest magnitude shear force in the member Y direc-

tion which will be considered by the code (N) (seeParameter FYMIN)

FZ = shear force in member Z direction (N)FZMIN = smallest magnitude shear force in the member Z direc-

tion which will be considered by the code (N) (seeParameter FZMIN)

INTYD = d = section properties (see Section IS8002)IY = moment of inertia about the member Y axis (mm4)IZ = moment of inertia about the member Z axis (mm4)KLr = = controlling slenderness ratioKY = effective length factor about the member Y axis (see

Parameter KY)KZ = effective length factor about the member Z axis (see

Parameter KZ)ly = effective unbraced length about the member Y axis

(mm)


V2 IS80041 - 3 Rev T

lz = effective unbraced length about the member Z axis(mm)

LY = Ly = actual unbraced length about the member Y axis (mm)(see Parameters LY and FRLY)

LZ = Lz = actual unbraced length about the member Z axis (mm)(see Parameters LZ and FRLZ)

MY = actual moment about the member Y axis (N-mm)MYMIN = smallest magnitude member Y axis moment which will

be considered by the code (N-mm) (see ParameterMYMIN)

MZ = actual moment about the member Z axis (N-mm)MZMIN = smallest magnitude member Z axis moment which will

be considered by the code (N-mm) (see ParameterMZMIN)

= constant pi value of 31415927 is used herePF = factor to compute the net area for members subject to

axial tensionry = radius of gyration about the member Y axis (mm)rz = radius of gyration about the member Z axis (mm)SLENTEN = maximum permissible slenderness ratio (KLr) for

member subjected to axial tension Default value is400

SLENCOMP = maximum permissible slenderness ratio (KLr) formember subjected to axial compression Default valueis 180

SY = effective section modulus about member Y axis (mm3)SZ = effective section modulus about member Z axis (mm3)tf = FLTK = flange thickness (mm)tw = WBTK = web thickness (mm)WBTK = tw = web thickness (mm)YD = profile depth (mm)


Rev T IS80041 - 4 V2


GT STRUDL IS800 Provisions for I shapes

V2 IS80042 - 1 Rev T

IS80042 IS800 Provisions for I shapes

Effective Cross-section Properties Computation - I shapes

ZDeffc (Computation of effective flange width ZDeffc for when the flange isunder compression IS800-1984 Section 3521)

ZDeffc is computed for when the flange is under axial compression or Z axis bending(Figure IS80042-1)

If ZDeffc lt ZD

New cross-section properties are computed based on the new effective flangewidth (ZDeffc) The new computed cross-section properties are

RYeff = effective radius of gyration about the Y axis for when themember is under axial compression force (see ProvisionlsquoRYeffrsquo)

RZeff = effective radius of gyration about the Z axis for when themember is under axial compression force (see ProvisionlsquoRZeffrsquo)

YCeff = centroid of the cross-section in the Y direction based on theeffective cross-section dimensions Computed when Z axisbending exist (see Provision lsquoYCeffrsquo and Figures IS80042-1(c) and (d))

IZeff = effective moment of inertia about the Z axis Computed whenZ axis bending exist (see Provision lsquoIZeffrsquo)

IS800 Provisions for I shapes GT STRUDL

Rev T IS80042 - 2 V2

SZeffc = effective compression side section modulus about the Z axisComputed when Z axis bending exist (see ProvisionlsquoSZeffcrsquo)

SZefft = effective tension side section modulus about the Z axisComputed when Z axis bending exist (see ProvisionlsquoSZefftrsquo)

If ZDeffc ZD

ZDeffc = ZD

Where

T1 = FLTK flange thickness (Table Property)

ZD = flange width (Table Property)

ZDefft (Computation of effective flange width ZDefft for when the flange isunder tension IS800-1984 Section 3521)

ZDefft is computed for when the flange is under axial tension force or Z axis bending(Figure IS80042-1)

ZDefft = 2 times 20T1

If ZDefft lt ZD

New cross-section properties are computed based on the new effective flangewidth (ZDefft) The new computed cross-section properties are

AXefft = effective cross-sectional area based on the member undertension axial force (see Provision lsquoAXefftrsquo)

RYeff = effective radius of gyration about the Y axis for when themember is under axial tension force (see Provision lsquoRYeffrsquo)

RZeff = effective radius of gyration about the Z axis for when themember is under axial tension force (see Provision lsquoRZeffrsquo)


V2 IS80042 - 3 Rev T

Figure IS80042-1 Effective cross-section Properties for I shapes


Rev T IS80042 - 4 V2

YCeff = centroid of the cross-section in the Y direction based on theeffective cross-section dimensions Computed when Z axisbending exist (see Provision lsquoYCeffrsquo and Figures IS80042-1(c)and (d))

IZeff = effective moment of inertia about the Z axis Computed when Zaxis bending exist (see Provision lsquoIZeffrsquo)

SZeffc = effective compression side section modulus about the Z axisComputed when Z axis bending exist (see Provision lsquoSZeffcrsquo)

SZefft = effective tension side section modulus about the Z axisComputed when Z axis bending exist (see Provision lsquoSZefftrsquo)

If ZDefft ZD

ZDefft = ZD

Where



INTYDec (Computation of effective clear depth of the web INTYDec for when theYDc web is under uniform compression force IS800-1984 Section 3522)

This provision is considered when the member is under axial compression see FigureIS80042-1(a)

For welded plates that are not stress relieved the value of parameter lsquoSTRERELIrsquo isequal to lsquoNOrsquo


V2 IS80042 - 5 Rev T

For other plates when the value of the parameter lsquoSTRERELIrsquo is equal to lsquoYESrsquoThis is the default treatment

If INTYDec lt INTYD

New cross-section properties are computed based on the new effective cleardepth of the web (INTYDec) The new computed cross-section properties are


RZeff = effective radius of gyration about the Z axis for when themember is under axial compression force (see ProvisionlsquoRZeffrsquo

If INTYDec INTYD

INTYDec = INTYD

Where

T1 = WBTK web thickness (Table Property)

INTYD = clear depth of the web computed as the profile depth minus twice theflange thickness (Table Property)


Rev T IS80042 - 6 V2

Also total cross-section depth YD is limited to the following equation

YD YDc

This means that if the total cross-section depth YD is larger than the above YDc

limitation the member will be marked as a failed code check member

INTYDet (Computation of effective clear depth of the web INTYDet for when theYDt web is under uniform tension force IS800-1984 Section 3522)

This provision is considered when the member is under axial tension see FigureIS80042-1(b)

INTYDet = 60t

If INTYDet lt INTYD

New cross-section properties are computed based on the new effective clear depthof the web (INTYDet) The new computed cross-section properties are

RYeff = effective radius of gyration about the Y axis for when the member isunder axial tension force (see Provision lsquoRYeffrsquo)

RZeff = effective radius of gyration about the Z axis for when the member isunder axial tension force (see Provision lsquoRZeffrsquo)

If INTYDet INTYD

INTYDet = INTYD

Where



V2 IS80042 - 7 Rev T

t = WBTK


Also total cross-section depth YD is limited to 100T1 This means that if the totalcross-section depth YD is larger than 100T1 the member will be marked as a failed codecheck member

YDt = 100T1

YD YDt

RYeff (Computation of effective radius of gyration about the Y axis RYeff for whenAXefft the member is under axial force IS800-1984 Sections 3521 and 3522)

RYeff is computed for when the flange is under axial force

When member is under axial compression

ZDeff = ZDeffc

INTYDe = INTYDec

When member is under axial tension

ZDeff = ZDefft

INTYDe = INTYDet


Rev T IS80042 - 8 V2

AXeff = 2 times ZDeff times FLTK + INTYDe times WBTK

but RYeff RY

When member is under axial tension AXefft = AXeff

Where

AXeff = effective cross-sectional area based on the member under axial force

AXefft = effective cross-sectional area based on the member under tension axialforce

IYeff = effective moment of inertia about the Y axis based on the member underaxial force

RZeff (Computation of effective radius of gyration about the Z axis RZeff for whenAXefft the member is under axial force IS800-1984 Sections 3521 and 3522)

RZeff is computed for when the flange is under axial force


ZDeff = ZDeffc


V2 IS80042 - 9 Rev T

INTYDe = INTYDec


ZDeff = ZDefft

INTYDe = INTYDet

IZeff = 2 times B1 + B2 - B3



Where



IZeff = effective moment of inertia about the Z axis based on the member underaxial force


Rev T IS80042 - 10 V2

YCeff (Computation of centroid of the cross-section YCeff based on the effectivecross-section property IS800-1984 Sections 3521 and 3522)

This Provision is considered when the member is under Z axis bending momentYCeff is the distance from the centroid to the extreme fiber of the compression flange alongthe Y axis (Figures IS80042-1(c) and (d)

A1 = ZDeffc times FLTK times (FLTK2)

A2 = INTYD times WBTK times (FLTK + INTYD2)

A3 = ZDefft times FLTK times (YD - FLTK2)

A4 = ZDeffc times FLTK times INTYD times WBTK + ZDefft times FLTK

Where

ZDeffc = effective flange width of the compression side bending (see ProvisionlsquoZDeffcrsquo)

ZDefft = effective flange width of the tension side bending (see ProvisionlsquoZDefftrsquo)


V2 IS80042 - 11 Rev T

IZeff (Computation of effective moment of inertia about the Z axis IZeff IS800-1984 Sections 3521 and 3522)

This Provision is considered when the member is under Z axis bending moment

IZeff = B1 + B2 + B3 + B4

Where

YCeff = centroid of the cross-section based on the effective cross-section property(see Provision lsquoYCeffrsquo)




Rev T IS80042 - 12 V2

SZeffc (Computation of effective compression side section modulus about the Zaxis SZeffc IS800-1984 Sections 3521 and 3522)


Where


IZeff = effective moment of inertia about the Z axis (see Provision lsquoIZeffrsquo)

SZefft (Computation of effective tension side section modulus about the Z axisSZefft IS800-1984 Sections 3521 and 3522)

Where




V2 IS80042 - 13 Rev T

Axial Tensions - I shapes

For I shapes subjected to axial tension ie FX is positive and FX FXMIN thefollowing provisions are checked

371 T (Maximum slenderness ratio IS800-1984 Section 371)

Actual (Lr) = Maximum y z =

Allowable (Lr) = SLENTEN default value is 400

Where

RYeff = effective radius of gyration about the Y axis

RZeff = effective radius of gyration about the Z axis

Otherwise

See Provisions lsquoRYeffrsquo and lsquoRZeffrsquo for the computation of RYeff and RZeff

properties

Note

When the Provisions lsquoRYeffrsquo or lsquoRZeffrsquo are not shown in the summarizeoutput (see SUMMARIZE command) it means that RYeff and RZeff did notneed to be computed In this case properties RYeff and RZeff are assumed tobe equal to RY and RZ of the cross-section


Rev T IS80042 - 14 V2

411 (Tension stress check for net effective area IS800-1984 Section 411)

Actual atcal =

Allowable at = 06 fy

Where

AXefft = effective cross-sectional area based on the member under tensionaxial force (see Provision ltAXefft rsquo ltRYeff rsquo or lt RZeff rsquo)

FX = axial load (N) Positive represents a tensile load negativerepresents a compressive load

fy = yield stress of steel (MPa)= Fy (Parameter)

PF = factor to compute the net area for members subject to axialtension


V2 IS80042 - 15 Rev T


For I shapes subjected to axial compression ie FX is negative and FX FXMINthe following provisions are checked

371 C (Maximum slenderness ratio IS800-1984 Section 371)

Actual (KLr) = Maximum y z =

Allowable (KLr) = SLENCOMP default value is 180

Where



Otherwise

See Provisions lsquoRYeffrsquo and lsquoRZeffrsquo for the computation of RYeff andRZeff properties

Note

When the Provisions lsquoRYeffrsquo or lsquoRZeffrsquo are not shown in thesummarize output (see SUMMARIZE command) it means that RYeff

and RZeff did not need to be computed In this case properties RYeff

and RZeff are assumed to be equal to RY and RZ of the cross-section


Rev T IS80042 - 16 V2

511 Y (Compression Check for gross area IS800-1984 Section 511)511 Z

Actual accal =

Allowable acy =

Allowable acz =

Where

AX = cross-sectional area (mm2)

FX = axial load (N) Positive represents a tensile load negative representsa compressive load


fccy = is the elastic critical stress in compression for buckling aboutthe Y axis

fccz = is the elastic critical stress in compression for buckling aboutthe Z axis

y =

z =


V2 IS80042 - 17 Rev T

n = a factor assumed as 14= 14



Otherwise


properties

Note



Rev T IS80042 - 18 V2


For I shapes subjected to strong axis bending (Z axis bending) ie MZ MZMINthe following provisions are checked for the compression and tension side stresses FiguresIS80042-2(a) and (b) illustrate member Z axis bending stresses

621 (Maximum tensile bending stress in a beam IS800-1984 Section 621)

Actual btzcal =

Allowable btz = 066 fy

Where

SZefft = effective tension side section modulus about the Z axis

Otherwise

See Provision lsquoSZefftrsquo for the computation of SZefft property

Note

When the Provision lsquoSZefftrsquo is not shown in the summarize output (seeSUMMARIZE command) it means that SZefft did not need to be computedIn this case property SZefft is assumed to be equal to SZ of the cross-section

SZ = section modulus about the Z axis


V2 IS80042 - 19 Rev T

Figure IS80042-2 Bending Stresses for I Shapes


Rev T IS80042 - 20 V2

623 (Maximum permissible bending compressive stress in a beam IS800-1984 Section 623 and Section 621)

Actual bczcal =

Allowable bcz =

Where

fcb = elastic critical stress in bending See Provision 624 for equation


MZ = the actual moment about the Z axis (N-mm)


SZeffc = effective compression side section modulus about the Z axis

Otherwise

See Provision lsquoSZeffcrsquo for the computation of SZeffc property


V2 IS80042 - 21 Rev T

Note

When the Provision lsquoSZeffcrsquo is not shown in the summarize output(see SUMMARIZE command) it means that SZeffc did not need to becomputed In this case property SZeffc is assumed to be equal to SZof the cross-section

SZ = section modulus about the Z axis (mm3)


Rev T IS80042 - 22 V2

624 (Elastic critical stress IS800-1984 Section 624)

When

Tt =

and

d1t =

fcb shall be increased by 20 percent

fcb = 12 fcb

Where

X =

Y =

k1 = 10 for double symmetric I shapes

UNLCF = unbraced length of the compression flange(Parameter)

RY = radius of gyration about the Y axis (Table Property)

FLTK = flange thickness (Table Property)

WBTK = web thickness (Table Property)

YD = profile depth (Table Property)


V2 IS80042 - 23 Rev T

INTYD = depth of web (Table Property)= YD- 2timesFLTK


c2c1 = respectively the lesser and greater distances from thesection neutral axis to the extreme fibers c2c1 = 10 fordouble symmetric I shapes


Rev T IS80042 - 24 V2


For I shapes subjected to weak axis bending (Y axis bending) ie MY MYMINthe following provision is checked for the compression and tension side stresses FiguresIS80042-2(c) and (d) illustrate member Y axis bending stresses

625 (Maximum compressive and tensile bending stresses in a beam IS800-1984 Section 625)

Actual bcycal = btycal =

Allowable bcy = bty = 066 fy


V2 IS80042 - 25 Rev T


The following provisions are checked when shear forces are present ie FZ FZMIN or FY FYMIN

641 Y (Maximum shear stresses in Y and Z directions IS800-1984 Section641 Z 641)

Actual vmycal =

Actual vmzcal =

Allowable vm = 045 fy

Where

QY =

QZ =

642 Y (Average shear stresses in Y and Z directions IS800-1984 Section642 Z 642)

Actual vaycal =

vazcal =

For unstiffened web and shear in Z direction


Rev T IS80042 - 26 V2

Allowable vay = vaz = 04 fy

For stiffened web (shear in Y direction)

Allowable vay

=

Where

AY = shear area in Y direction (Table Property)

AZ = shear area in Z direction (Table Property)

x1 = the lesser of c and d

x2 = the greater of c and d

c = the distance between vertical stiffeners (see Parameter a)= a (Parameter)

d = clear distance between the flanges (Table Property)= INTYD


V2 IS80042 - 27 Rev T

Combined Stresses - I shapes

Axial Compression and Bending - I shapes

The following provisions are checked when axial compression and bending about oneor both axes are present These provisions also are checked if only axial compression existsor when only bending moments are present

711a (Combined Axial Compression and Bending IS800-1984 Section711a)

When

When

711b (Combined Axial Compression and Bending IS800-1984 Section711b)


Rev T IS80042 - 28 V2

Axial Tension and Bending - I shapes

The following provision is checked when axial tension and bending about one or bothaxes are present

712 (Combined Axial Tension and Bending IS800-1984 Section 712)

Bending and Shear - I shapes

The following provision is checked when shear and bending about one or both axesare present

714 (Combined Bending and Shear IS800-1984 Section 714)

Where

bcycal and bczcal = the numerical values of the co-existent compressivebending stresses in Y and Z directions respectively

vmycal and vmzcal = calculated maximum shear stress in Y and Z directionsrespectively

GT STRUDL IS800 Provisions for Channels

V2 IS80043 - 1 Rev T

IS80043 IS800 Provisions for Channels

Effective Cross-section Properties Computation - Channels

Effective cross-section properties for channel are checked and if they are greater thanthe actual cross-section properties the member is marked as a failed code check member

ZDeffc (Computation of effective flange width ZDeffc for when the flangeis under compression IS800-1984 Section 3521)


If ZDeffc lt ZDMember is marked as a failed code check member

If ZDeffc ZD

The effective cross-section property check is passed No reduction for thecross-section properties is needed

Where



IS800 Provisions for Channels GT STRUDL

Rev T IS80043 - 2 V2

Figure IS80043-1 Effective Cross-Section Properties for Channels


V2 IS80043 - 3 Rev T

ZDefft (Computation of effective flange width ZDefft of the tension sidebending IS800-1984 Section 3521)

ZDefft is computed for when the flange is under axial tension or Z axis bending

(Figure IS80043-1)

ZDefft = 20T1

If ZDefft lt ZDMember is marked as a failed code check member

If ZDefft ZDThe effective cross-section property check is passed No reduction for thecross-section properties is needed

WhereT1 = FLTK flange thickness (Table Property)ZD = flange width (Table Property)

INTYDec (Computation of effective clear depth of the web INTYDec for YDc when the web is under uniform compression force IS800-1984

Section 3522)



For other plates the value of the parameter lsquoSTRERELIrsquo is equal to lsquoYESrsquo This isthe default treatment


Rev T IS80043 - 4 V2

If INTYDec lt INTYDMember is marked as a failed code check member

If INTYDec INTYDThe effective cross-section property check is passed No reduction for thecross-section properties is needed

Where


INTYD = clear depth of the web computed as the profile depth minustwice the flange thickness (Table Property)


YD YDc

This means that if the total cross-section depth YD is larger than above YDc



V2 IS80043 - 5 Rev T

INTYDet (Computation of effective clear depth of the web INTYDet for YDt when the web is under uniform tension force IS800-1984 Section

3522)


INTYDet = 60t

If INTYDet lt INTYDMember is marked as a failed code check member

If INTYDet INTYDThe effective cross-section property check is passed No reduction for thecross-section properties is needed

Where


t = WBTK



YDt = 100T1

YD YDt


Rev T IS80043 - 6 V2

Axial Tensions - Channels

For Channels subjected to axial tension ie FX is positive and FX FXMIN thefollowing provisions are checked





Actual atcal =


Where




PF = factor to compute the net area for members subject to axial tension


V2 IS80043 - 7 Rev T

Axial Compression - Channels

For Channels subjected to axial compression ie FX is negative and FX FXMINthe following provisions are checked





Actual accal =

Allowable acy =

Allowable acz =

Where



Rev T IS80043 - 8 V2



fccy = is the elastic critical stress in compression for bucklingabout the Y axis

fccz = is the elastic critical stress in compression for bucklingabout the Z axis

y =

z =



V2 IS80043 - 9 Rev T

Z Axis Bending - Channels

For Channels subjected to strong axis bending (Z axis bending) ie MZ MZMI-N the following provisions are checked for the compression and tension side stressesFigures IS80043-2(a) and (b) illustrate member Z axis bending stresses


Actual btzcal =


Actual Allowable

10 btzcal

btz


Actual bczcal =

Allowable bcz =

Minimum 066f 066

f f

f fy

cb y

cbn

yn 1n

Actual Allowable

10 bczcal

bcz

Where




Rev T IS80043 - 10 V2

Figure IS80043-2 Bending Stresses for Channels


V2 IS80043 - 11 Rev T

FLTKWBTK

2 0

INTYDWBTK

13440fy





f k X k Ycccb 1 2

2

1

When

Tt =

and

d1t =


fcb = 12 fcb

Where

X Y 1120

UNLCF FLTKRY YD

2

Y

265 10UNLCF

RY

5

2

k1 = 10 for double symmetric Channels



Rev T IS80043 - 12 V2






k2 = 00 for double symmetric about the Z axis

c2c1 = respectively the lesser and greater distances from the sectionneutral axis to the extreme fibers c2c1 = 10 for doublesymmetric about the Z axis


V2 IS80043 - 13 Rev T

Y Axis Bending - Channels

Positive Y Axis Bending - Channels

For Channels subjected to weak axis bending (Y axis bending) ie MY MYMI-N the following provisions are checked for the compression and tension side stressesFigure IS80053-2(c) illustrates positive Y axis bending stress

625 C (Maximum compressive bending stress in a beam IS800-1984Section 625)

Actual bcycal =MYSY

Allowable bcy = 066 fy

Actual Allowable

10 bcycal

bcy

Where

SY = the negative direction section modulus about the Y axis= IY(ZD - ZC) (Table Property)

625 T (Maximum tensile bending stress in a beam IS800-1984 Section 625)

Actual btycal = MYSYS

Allowable bty = 066 fy

Actual Allowable

10 btycal

bty

Where

SYS = the positive direction section modulus about the Y axis= IY ZC (Table Property)


Rev T IS80043 - 14 V2

Negative Y Axis Bending - Channels

For Channels subjected to weak axis bending (Y axis bending) ie MY MYMI-N the following provisions are checked for the compression and tension side stressesFigure IS80043-2(d) illustrates negative Y axis bending stress


Actual bcycal = MYSYS


Actual Allowable

10 bcycal

bcy

Where



Actual btycal = MYSY


Actual Allowable

10 btycal

bty

Where

SY = the negative direction section modulus about the Y axis= IY (ZD - ZC) (Table Property)


V2 IS80043 - 15 Rev T

Actual Allowable

10 vmycal

vm

FZAZ

FZ QYIY 2 FLTK

FY

AY

FY QZ

IZ WBTK

Shear Stresses - Channels

The following provisions are checked when a shear forces are present ie FZ FZMIN or FY FYMIN


Actual vmycal =

Actual vmzcal =


Actual Allowable

10 mzcal

vm

v

Where

QY 2ZD2

FLTKZD4

QZ ZD FLTKYD2

FLTK2

INTYD2

WBTKINTYD

4

642 Y (Average shear stresses in Y and Z directions IS800-1984 Section 642 Z 642)

Actual vaycal =

vazcal =




Rev T IS80043 - 16 V2


Allowable vay

= Minimum 04f 04f 13f

xt

4000 1xx

y y

y1

w

12

1

2

2

13

Actual Allowable

10 vaycal

vay

Actual Allowable

10 vazcal

vaz

Where





c = distance between vertical stiffeners (see Parameter a)= a (Parameter)



V2 IS80043 - 17 Rev T

accal

y

bczcal

bcz

bcycal

bcyf10

0 6

( AXEFF) 10 accal

ac

btzcal

btz

btycal

bty

Combined Stresses - Channels

Axial Compression and Bending - Channels


711a (Combined Axial Compression and Compression Side BendingIS800-1984 Section 711a)

When

accal

ac 015

accal

ac

mz bczcal

accal

cczbcz

my bcycal

accal

ccybcy

C

106f

C

106f

10

When

accal

ac 015

accal

ac

bczcal

bcz

bcycal

bcy10

711b (Combined Axial Compression and Compression Side BendingIS800-1984 Section 711b)

AXC TBEN (Combined Axial Compression and Tension Side Bending IS800-1984 Section 71)


Rev T IS80043 - 18 V2

( AXEFF) 10 atcal

at

bczcal

b z

b ycal

b y

c

c

c

btycal btzcal2

vmycal vmzcal y3 09 f ( )2

Axial Tension and Bending - Channels

The following provisions are checked when axial tension and bending about one orboth axes are present

712 (Combined Axial Tension and Tension Side Bending IS800-1984 Section712)

atcal

y

btzcal

y

btycal

y06f 066f 066f10

AXT CBEN (Combined Axial Tension and Compression Side Bending IS800-1984 Section 71)

Bending and Shear - Channels



bcycal bczcal2


Where


vmycal and vmzcal = calculated maximum shear stress in Y and Zdirections respectively

GT STRUDL IS800 Provisions for Single Angles

V2 IS80044 - 1 Rev T

IS80044 IS800 Provisions for Single Angles

Effective Cross-section Properties Computation - Single Angles

Effective cross-section properties for single angle are checked and if they are greaterthan the actual cross-section properties the member is marked as a failed code checkmember

LEGeffc (Computation of effective leg width LEGeffc for when the memberis under compression IS800-1984 Section 3521)

LEGeffc is computed for when the member is under axial compression (FigureIS80044-1)

LEG Minimum of

256 Tf

or

16Teffc

1

y

1

If LEGeffc lt LEG2Member is marked as a failed code check member

If LEGeffc LEG2The effective cross-section property check is passed No reduction for thecross-section properties is needed

Where

T1 = THICK anglersquos thickness (Table Property)

LEG1 = length of the longer leg of each single angle (Table Property)

LEG2 = length of the shorter leg of each single angle (Table Property)

IS800 Provisions for Single Angles GT STRUDL

Rev T IS80044 - 2 V2

Figure IS80044-1 Effective Cross-Section Properties for Single Angles


V2 IS80044 - 3 Rev T

LEGefft (Computation of effective leg width LEGefft for when the memberis under tension IS800-1984 Section 3521)

LEGefft is computed for when the flange is under axial tension (Figure IS80044-1)

LEGefft = 20T1

If LEGefft lt LEG2Member is marked as a failed code check member

If LEGefft LEG2The effective cross-section property check is passed No reduction for thecross-section properties is needed

Where





Rev T IS80044 - 4 V2

Maximum y z Maximum Lr

Lr

y

y

z

z

Axial Tensions - Single Angles

For Single Angles subjected to axial tension ie FX is positive and FX FXMINthe following provisions are checked


Actual (Lr) = =


Actual Allowable

10


Actual atcal = FXAX(PF)


ActualAllowable

10 atcal

at

Where


FX = axial load (N) Positive represents a tensile load negative represents a compressive load




V2 IS80044 - 5 Rev T

Maximum y z

Actual Allowable

10 accal

acz

Maximum K L

r K L

ry y

y

z z

z

Actual Allowable

10 accal

acy

Axial Compression - Single Angles

For Single Angles subjected to axial compression ie FX is negative andFX FXMIN the following provisions are checked


Actual (KLr) = =


ActualAllowable

10


Actual accal =FXAX

Allowable acy =

Minimum 06f 06

f f

f fy

ccy y

ccyn

yn 1n

Allowable acz =

Minimum 06f 06

f f

f fy

ccz y

cczn

yn 1n


Rev T IS80044 - 6 V2

2

y2

E

2

z2

E

K Lr

y y

y

K L

rz z

z

Where




fccy = is the elastic critical stress in compression for buckling about the Y axis


y =

z =



V2 IS80044 - 7 Rev T

Actual Allowable

10 bczcal

bcz

MZSZS

MZSZ

MZSZ

Actual Allowable

10 btzcal

btz

Z Axis Bending - Single Angles

Positive Z Axis Bending - Single Angles

For Single Angles subjected to weak axis bending (positive Z axis bending) ieMZ MZMIN the following provisions are checked for the compression and tension sidestresses Analysis and design for the single angles are based on the principal axis of thesingle angles Figure IS80044-2(a) illustrates positive Z axis bending stress

621 TZ (Maximum tensile and compressive bending stresses in a beam621 CZ IS800-1984 Section 621)

Actual btzcal =

bczcal =

Allowable btz = bcz = 066 fy

Where

SZ = positive direction section modulus about the Z axis= IZYC (Table Property)

SZS = negative direction section modulus about the Z axis= IZ(YD - YC) (Table Property)

623 CZ (Maximum compressive and tensile bending stresses in a beam623 TZ IS800-1984 Sections 623 and 626)

Actual bczcal =


Rev T IS80044 - 8 V2

Figure IS80044-2 Compressive Bending Stress for Single Angles


V2 IS80044 - 9 Rev T

Actual Allowable

10 btzcal

btz

MZSZS

Minimum 066f 066f f

f fy

cb y

cbn

yn 1n

btzcal =

The legs are in compression Based on the Section 626 of IS800-1984 code theallowable stress is

Allowable bcz =

The allowable tensile stress is

btz = 066 fy

Actual Allowable

10 bczcal

bcz

Where

fcb = elastic critical stress in bending See Provision lt624 Zrsquo forequation


MZ = the actual moment about the member Z axis (N-mm)


SZ = positive direction section modulus about the Z axis= IZYD (Table Property)



Rev T IS80044 - 10 V2

Y 11

20

UNLCF THICK

RY LEG1

2

265 10

UNLCFRY

5

2

624 Z (Elastic critical stress IS800-1984 Section 624)

f k X k Ycccb 1 2

2

1

When

Tt = 10 20

and

d1t =


fcb = 12 fcb

Where

X =

Y =

k1 = 10 for single angles



THICK = thickness of the single angle (Table Property)

LEG1 = length of the longer leg (Table Property)


V2 IS80044 - 11 Rev T

k2 = -10 for single angles

c2c1 = respectively the lesser and greater distances from thesection neutral axis to the extreme fibers

c2c1 = YC(YD - YC)


Rev T IS80044 - 12 V2

Actual Allowable

10 bczcal

bcz

MZSZ

MZSZ

Negative Z Axis Bending - Single Angles

For Single Angles subjected to weak axis bending (negative Z axis bending) ieMZ MZMIN the following provisions are checked for the compression and tension sidestresses Analysis and design for the single angles are based on the principal axis of thesingle angles Figure IS80044-2(b) illustrates negative Z axis bending stress


Actual btzcal =

bczcal =


Actual Allowable

10 btzcal

btz

Where




V2 IS80044 - 13 Rev T

Actual Allowable

10 btzcal

btz

MZSZS

MZSZ


Actual bczcal =

btzcal =

Allowable bcz = btz = 066 fy

Actual Allowable

10 bczcal

bcz

Where




Rev T IS80044 - 14 V2

Actual Allowable

10 bcycal

bcy

MYSY

MYSYS

MYSYS

MYSY

Y Axis Bending - Single Angles

For Single Angles subjected to strong axis bending (Y axis bending) ie MY MYMIN the following provisions are checked for the compression and tension side stressesAnalysis and design for the single angles are based on the principal axis of the single anglesFigures IS80044-2(c) and (d) illustrate Y axis bending stresses

621 TY (Maximum tensile and compressive bending stresses in a beam621 CY IS800-1984 Section 621)

Positive Y Axis Bending

Actual btycal =

bcycal =

Negative Y Axis Bending

Actual btycal =

bcycal =

Allowable bty = bcy = 066 fy

Actual Allowable

10 btycal

bty

Where

SY = positive direction section modulus about the Y axis= IYZC (Table Property)

SYS = negative direction section modulus about the Y axis= IY(ZD - ZC) (Table Property)


V2 IS80044 - 15 Rev T

Actual Allowable

10 btycal

bty

MYSYS

MYSY

MYSY

MYSYS

623 CY (Maximum compressive and tensile bending stresses in a beam623 TY IS800-1984 Sections 623 and 626)


Actual bcycal =

btycal =


Actual bcycal =

btycal =

A leg of the angle is in compression Based on the Section 626 of IS800-1984code the allowable stress is

Allowable bcy =

Minimum 066f 066

f f

f fy

cb y

cbn

yn 1n


bty = 066 fy

Actual Allowable

10 bcycal

bcy

Where

fcb = elastic critical stress in bending See Provision lt624 Yrsquo for equation


MY = the actual moment about the member Y axis (N-mm)


Rev T IS80044 - 16 V2


SY = positive direction section modulus about the Y axis= IYZD (Table Property)



V2 IS80044 - 17 Rev T

Y 1 120

UNLCF THICKRZ LEG1

2

Y 1 120

UNLCF THICKRZ LEG2

2

624 Y (Elastic critical stress IS800-1984 Section 624)

f k X k Ycccb 1 2

2

1

When

Tt = 10 20

and


d1t =


d1t =


fcb = 12 fcb

Where


X =


X =


Rev T IS80044 - 18 V2

Y

265 10UNLCF

RZ

5

2



RZ = radius of gyration about the Z axis (Table Property)



LEG2 = length of the short leg (Table Property)



c2c1 = ZC(ZD - ZC)


V2 IS80044 - 19 Rev T

Actual Allowable

10 vmycal

vm

u LEG1 (LEG2 THICK) THICK

2 (LEG1 LEG2 THICK)

2

v LEG2 (LEG1 THICK) THICK

2 (LEG1 LEG2 THICK)

2

ActualFZ QY

IY THICKvmzcal

Actual

Allowable 10 vmzcal

vm

Shear Stresses - Single Angles



Actual vmycal = FY QZ

IZ THICK


Where

QY Computation (see Figure IS80044-3)

H1 = LEG1 - u + v Tan ()

A1 = H1 times THICKA2 = 05 times THICK times THICK times Tan ()QY1 = A1 times 05 times H1 times Cos () -

A2 times (H1 - (THICK times Tan ()3)) Cos()

H2 = LEG2 - v -(u - THICK) Tan ()A3 = LEG2 times THICKA4 = 05 times THICK times THICK times Tan ()


Rev T IS80044 - 20 V2

v - THICK

Tan ( )


2 (LEG1 LEG2 THICK)

2


2 (LEG1 LEG2 THICK)

2

QY2 = A3 times 05 times (u-(v times Tan ())) times Cos () -A2 times (H2 times Sin ()) - (THICK times Cos ())3

QY = Maximum of (QY1 QY2)

QZ Computation (see Figure IS80044-3)

H1 = LEG1 - u -

A1 = H1 times THICKA2 = 05 times THICK times THICK Tan ()QZ1 = A1 times 05 times H1 times Sin () -

A2 times (H1 times Sin () - THICK times Cos ()3)

H2 = LEG2 - v -(u- THICK) Tan ()A3 = H2 times THICKA4 = 05 times THICK times THICK times Tan ()QZ2 = A3 times 05 times H2 times Cos () - A4 times (H2 times Cos () -

THICK times Sin ()3)QZ = Maximum of (QZ1 QZ2)


V2 IS80044 - 21 Rev T

Figure IS80044-3 QY and QZ Computation for Single Angles


Rev T IS80044 - 22 V2


Actual vaycal = FY

AY

vazcal =FZAZ


Actual Allowable

10 vaycal

vay

Actual Allowable

10 vazcal

vaz

Where




V2 IS80044 - 23 Rev T

accal

y

bczcal

bcz

bcycal

bcyf10

0 6

( AXEFF) 10 accal

ac

btzcal

btz

btycal

bty

Combined Stresses - Single Angles

Axial Compression and Bending - Single Angles



When

accal

ac 015

accal

ac

mz bczcal

accal

cczbcz

my bcycal

accal

ccybcy

C

106f

C

106f

10

When

accal

ac 015

accal

ac

bczcal

bcz

bcycal

bcy10




Rev T IS80044 - 24 V2

( AXEFF) 10 atcal

at

bczcal

b z

b ycal

b y

c

c

c

btycal btzcal2


Axial Tension and Bending - Single Angles


712 (Combined Axial Tension and Tension Side Bending IS800-1984Section 712)

atcal

06fy

btzcal

066fy

btycal

066fy 10


Bending and Shear - Single Angles



bcycal bczcal2


Where



GT STRUDL IS800 Provisions for Tees

V2 IS80045 - 1 Rev T

ZD Minimum of 2

256Tf

or

2 16Teffc

1

y

1

IS80045 IS800 Provisions for Tees

Effective Cross-Section Properties Computation - Tees

Effective cross-section properties for Tee are checked and if they are greater than theactual cross-section properties the member is marked as a failed code check member



If ZDeffc lt ZD Member is marked as a failed code check member

If ZDeffc ZD The effective cross-section property check is passed No reduction for thecross-section properties is needed



ZDefft is computed for when the flange is under axial tension or Z axis bending(Figure IS80045-1)


If ZDefft lt ZD Member is marked as a failed code check member

IS800 Provisions for Tees GT STRUDL

Rev T IS80045 - 2 V2

Figure IS80045-1 Effective Cross-section Properties for Tees


V2 IS80045 - 3 Rev T

INTYD Minimum of

560Tf

or

35Tec

1

y

1

INTYD Minimum of

800Tf

or

50Tec

1

y

1



INTYDec (Computation of effective clear depth of the web INTYDec forYDc when the web is under uniform compression force IS800-1984

Section 3522)




If INTYDec lt INTYD Member is marked as a failed code check member

If INTYDec INTYD The effective cross-section property check is passed No reduction for thecross-section properties is needed


Rev T IS80045 - 4 V2

YD Minimum of

1440Tf

or

90Tc

1

y

1

WhereT1 = WBTK web thickness (Table Property)INTYD = clear depth of the web computed as the profile depth minus

twice the flange thickness (Table Property)


YD YDc



INTYDet (Computation of effective clear depth of the web INTYD et forYDt when the web is under uniform tension force IS800-1984 Section

3522)


INTYDet = 60t

If INTYDet lt INTYD Member is marked as a failed code check member

If INTYDet INTYD The effective cross-section property check is passed No reduction for thecross-section properties is needed

WhereT1 = WBTK web thickness (Table Property)t = WBTKINTYD = clear depth of the web computed as the profile depth minus



V2 IS80045 - 5 Rev T

Also total cross-section depth YD is limited to 100T1 This means that if the totalcross-section depth YD is larger than 100T1 the member will be marked as a failedcode check member

YDt = 100T1

YD YDt


Rev T IS80045 - 6 V2

Maximum Lr

Lr

y

y

z

z

Axial Tensions - Tees

For Tees subjected to axial tension ie FX is positive and FX FXMIN thefollowing provisions are checked


Actual (Lr) = = Maximum y z


Actual Allowable

10




ActualAllowable

10 atcal

at

Where






V2 IS80045 - 7 Rev T

Actual Allowable

10 accal

acz

Actual Allowable

10 accal

acy

Axial Compression - Tees

For Tees subjected to axial compression ie FX is negative and FX FXMIN thefollowing provisions are checked


Actual (KLr) = = Maximum y z Maximum K L

r K L

ry y

y

z z

z


ActualAllowable

10


Actual accal =FXAX

Allowable acy =

Minimum 06f 06

f f

f fy

ccy y

ccyn

yn 1n

Allowable acz =

Minimum 06f 06

f f

f fy

ccz y

cczn

yn 1n


Rev T IS80045 - 8 V2

yy y

y =

K Lr

zz z

z =

K Lr

Where




is the elastic critical stress in compression for bucklingf E

ccy

2

y2

about the Y axis

is the elastic critical stress in compression for bucklingfE

ccz

2

z2

about the Z axis



V2 IS80045 - 9 Rev T

Actual Allowable

10 bczcal

bcz

Z Axis Bending - Tees

Positive Z Axis Bending - Tees

For Tees subjected to strong axis bending (positive Z axis bending) ie MZ MZMIN the following provisions are checked for the compression and tension side stressesFigure IS80045-2(a) illustrates positive Z axis bending stress

621 T (Maximum tensile and compressive bending stresses in a beam IS800-621 C 1984 Section 621)

Actual btzcal =MZSZ

bczcal = MZSZS


Actual Allowable

10 btzcal

btz

Where

SZ = negative direction section modulus about the Z axis= IZ(YD - YC) (Table Property)

SZS = positive direction section modulus about the Z axis= IZYC (Table Property)

623 C (Maximum compressive and tensile bending stresses in a beam IS800-623 T 1984 Sections 623 and 626)

Actual bczcal = MZSZS


Rev T IS80045 - 10 V2

Figure IS80045-2 Bending Stresses for Tees


V2 IS80045 - 11 Rev T

Actual Allowable

10 btzcal

btz

Minimum 066f 066f f

f fy

cb y

cbn

yn 1n

btzcal = MZSZ

The flange is in compression Based on the Section 626 of IS800-1984 code theallowable stress is

Allowable bcz =

The web is in tension and the allowable tensile stress is

btz = 066 fy

Actual Allowable

10 bczcal

bcz


Rev T IS80045 - 12 V2

Actual Allowable

10 bczcal

bcz

Negative Z Axis Bending - Tees

For Tees subjected to strong axis bending (negative bending) ie MZ MZMINthe following provisions are checked for the compression and tension side stresses FigureIS80045-2(b) illustrates negative Z axis bending stress


Actual btzcal = MZSZS

bczcal = MZSZ


Actual Allowable

10 btzcal

btz

Where




Actual bczcal = MZSZ

btzcal = MZSZS

The web is in compression Based on the Section 626 of IS800-1984 code theallowable compressive stress is


V2 IS80045 - 13 Rev T

Actual Allowable

10 btzcal

btz

Allowable bcz =

Minimum 066f 066

f f

f fy

cb y

cbn

yn 1n

The flange is in tension and the allowable tensile stress is

btz = 066 fy

Actual Allowable

10 bczcal

bcz

Where

fcb = elastic critical stress in bending See Provision 624 forequation







Rev T IS80045 - 14 V2

FLTKWBTK

2 0

INTYDWBTK

13440fy

Y 11

20

UNLCF FLTK

RY YD

2

265 105

UNLCFRY

2


f k X k Ycccb 1 2

2

1

When

Tt =

and

d1t =


fcb = 12 fcb

Where

X =

Y =

k1 = 10 for Tees


RY = radius of gyration about the Y axis(Table Property)




V2 IS80045 - 15 Rev T


INTYD = depth of web (Table Property)= YD - FLTK

when flange is in compression

k2 = 05

when web is in compression

k2 = -10


c2c1 = YC(YD - YC)


Rev T IS80045 - 16 V2

Y Axis Bending - Tees

For Tees subjected to weak axis bending (Y axis bending) ie MY MYMIN thefollowing provisions are checked for the compression and tension side stresses FiguresIS80045-2(c) and (d) illustrate member Y axis bending stresses


Actual bcycal = btycal =MYSY


Actual Allowable

10 bcycal

bcy


V2 IS80045 - 17 Rev T

Actual Allowable

10 vmycal

vm

ActualFZ QY

IY FLTKvmzcal

Actual Allowable

10 vmzcal

vm

Shear Stresses - Tees



Actual FY QZ

IZ WBTKvmycal


Where

QYZD2

FLTKZD4

QZ ZD FLTKYD2

FLTK2

INTYD2

WBTKINTYD

4


Actual vaycal = FYAY

vazcal =FZAZ




Rev T IS80045 - 18 V2


Allowable vay


xt

4000 1xx

y y

y1

w

12

1

2

2

13

Actual Allowable

10 vaycal

vay

Actual Allowable

10 vazcal

vaz

Where








V2 IS80045 - 19 Rev T

accal

y

bczcal

bcz

bcycal

bcyf10

0 6

( AXEFF) 10 accal

ac

btzcal

btz

btycal

bty

Combined Stresses - Tees

Axial Compression and Bending - Tees



When

accal

ac 015

accal

ac

mz bczcal

accal

cczbcz

my bcycal

accal

ccybcy

C

106f

C

106f

10

When

accal

ac

015

accal

ac

bczcal

bcz

bcycal

bcy10




Rev T IS80045 - 20 V2

( AXEFF) 10 atcal

at

bczcal

b z

b ycal

b y

c

c

c

btycal btzcal2


Axial Tension and Bending - Tees



atcal

06fy

btzcal

066fy

btycal

066fy 10


Bending and Shear - Tees



bcycal bczcal2


Where



GT STRUDL IS800 Provisions for Double Angles

V2 IS80046 - 1 Rev T

LEG Minimum of 256T

f or

16Teffc

1

y

1

IS80046 IS800 Provisions for Double Angles

Effective Cross-Section Properties Computation - Double Angles

Effective cross-section properties for Double Angle are checked and if they aregreater than the actual cross-section properties the member is marked as a failed code checkmember

LEGeffc (Computation of effective flange width LEGeffc for when theflange is under compression IS800-1984 Section 3521)

LEGeffc is computed for when the flange is under axial compression or Z axisbending (Figures IS80046-1 and IS80046-2)

For Equal and Long Legs back-to-backIf LEGeffc lt LEG2

Member is marked as a failed code check member

If LEGeffc LEG2 The effective cross-section property check is passed No reductionfor the cross-section properties is needed

For Short Legs back-to-backIf LEGeffc lt LEG1



IS800 Provisions for Double Angles GT STRUDL

Rev T IS80046 - 2 V2

Figure IS80046-1 Effective Cross-section Properties for Equal and Long Legs back-to-back Double Angles


V2 IS80046 - 3 Rev T

Figure IS80046-2 Effective Cross-section Properties for Short Legs back-to-backDouble Angles


Rev T IS80046 - 4 V2

WhereT1 = THICK anglersquos thickness (Table Property)LEG1 = length of the longer leg of each single angle

(Table Property)LEG2 = length of the shorter leg of each single angle

(Table Property)

LEGefft (Computation of effective flange width LEGefft for when the flangeis under tension IS800-1984 Section 3521)

LEGefft is computed for when the flange is under axial tension or Z axis bending(Figures IS80046-1 and IS80046-2)

LEGefft = 20T1

For Equal and Long Legs back-to-backIf LEGefft lt LEG2


If LEGefft LEG2 The effective cross-section property check is passed No reductionfor the cross-section properties is needed

For Short Legs back-to-backIf LEGefft lt LEG1





(Table Property)


V2 IS80046 - 5 Rev T

INTYD Minimum of

560Tf

or

35Tec

1

y

1

INTYD Minimum of

800Tf

or

50Tec

1

y

1


Section 3522)

This provision is considered when the member is under axial compression seeFigures IS80046-1(a) and IS80046-2(a)



For Equal and Long Legs back-to-backIf INTYDec lt INTYD = LEG1 - THICK


If INTYDec INTYD = LEG1 - THICKThe effective cross-section property check is passed No reductionfor the cross-section properties is needed

For Short Legs back-to-backIf INTYDec lt INTYD = LEG2 - THICK




Rev T IS80046 - 6 V2

YD Minimum of

1440Tf

or

90Tc

1

y

1



(Table Property)


YD YDc




3522)

This provision is considered when the member is under axial tension see FiguresIS80046-1(b) and IS80046-2(b)

INTYDet = 60t

For Equal and Long Legs back-to-backIf INTYDet lt INTYD = LEG1 - THICK


If INTYDet INTYD = LEG1 - THICKThe effective cross-section property check is passed No reductionfor the cross-section properties is needed

For Short Legs back-to-backIf INTYDet lt INTYD = LEG2 - THICK


If INTYDet INTYD = LEG2 - THICK


V2 IS80046 - 7 Rev T

The effective cross-section property check is passed No reductionfor the cross-section properties is needed

WhereT1 = THICK anglersquos thickness (Table Property)t = THICK anglersquos thickness (Table Property)LEG1 = length of the longer leg of each single angle


(Table Property)


YDt = 100T1

YD YDt


Rev T IS80046 - 8 V2

Axial Tensions - Double Angles

For Double Angles subjected to axial tension ie FX is positive and FX FXMINthe following provisions are checked


Actual (Lr) = = Maximum y z Maximum L

r

Lr

y

y

z

z


Actual Allowable

10




ActualAllowable

10 atcal

at

Where






V2 IS80046 - 9 Rev T

Actual Allowable

10 accal

acz

Actual Allowable

10 accal

acy

Axial Compression - Double Angles




r K L

ry y

y

z z

z


ActualAllowable

10


Actual accal =FXAX

Allowable acy =

Minimum 06f 06

f f

f fy

ccy y

ccyn

yn 1n

Allowable acz =

Minimum 06f 06

f f

f fy

ccz y

cczn

yn 1n


Rev T IS80046 - 10 V2

yy y

y =

K Lr

zz z

z =

K Lr

Where





ccy

2

y2

about the Y axis


ccz

2

z2

about the Z axis



V2 IS80046 - 11 Rev T

Actual Allowable

10 bczcal

bcz

Z Axis Bending - Double Angles

Positive Z Axis Bending - Double Angles

For Double Angles subjected to Z axis bending (positive Z axis bending) ie MZ MZMIN the following provisions are checked for the compression and tension sidestresses Figure IS80046-3(a) illustrates positive Z axis bending stress

Double angles are assumed to have an adequate number of intermediate connection(stitch plates) which make the two angles act as one Double Angle-like sections

621 T (Maximum tensile and compressive bending stress in a beam IS800-621 C 1984 Section 621)

Actual btzcal =MZSZ

bczcal = MZSZS


Actual Allowable

10 btzcal

btz

Where




Rev T IS80046 - 12 V2

Figure IS80046-3 Compressive Bending Stresses for Double Angles


V2 IS80046 - 13 Rev T

Actual Allowable

10 btzcal

btz

623 C (Maximum compressive and tensile bending stress in a beam IS800-623 T 1984 Sections 623 and 626)


btzcal = MZSZ


Allowable bcz =

Minimum 066f 066

f f

f fy

cb y

cbn

yn 1n


btz = 066 fy

Actual Allowable

10 bczcal

bcz


Rev T IS80046 - 14 V2

Actual Allowable

10 bczcal

bcz

Negative Z Axis Bending - Double Angles

For Double Angles subjected to Z axis bending (negative bending) ie MZ MZMIN the following provisions are checked for the compression and tension side stressesFigure IS80046-3(b) illustrates negative Z axis bending stress

Double angles are assumed to have an adequate number of intermediate connection(stitch plates) which make the two angles act as one Double Angle-like section



bczcal = MZSZ


Actual Allowable

10 btzcal

btz

Where





btzcal = MZSZS


V2 IS80046 - 15 Rev T

Actual Allowable

10 btzcal

btz


Allowable bcz =

Minimum 066f 066

f f

f fy

cb y

cbn

yn 1n


btz = 066 fy

Actual Allowable

10 bczcal

bcz

Where








Rev T IS80046 - 16 V2

LEG1 - THICKTHICK

13440fy

LEG2 - THICKTHICK

13440fy

THICK2 THICK

2 0

X Y 1120

UNLCF THICKRY YD

2

Y

265 10UNLCF

RY

5

2


f k X k Ycccb 1 2

2

1

When

Tt =

and

Equal Legs or Long Legs back-to-back

d1t =

Short Legs back-to-back

d1t =


fcb = 12 fcb

Where

k1 = 10 for Double Angles



V2 IS80046 - 17 Rev T


THICK = thickness of an angle (Table Property)



k2 = 05


k2 = -10

c2c1 = respectively the lesser and greater distances from the sectionneutral axis to the extreme fibers

c2c1 = YC(YD - YC)


Rev T IS80046 - 18 V2

Y Axis Bending - Double Angles

For Double Angles subjected to Y axis bending ie MY MYMIN the followingprovisions are checked for the compression and tension side stresses Figure IS80046-3(c)illustrates member Y axis bending stress


625 (Maximum compressive and tensile bending stress in a beam IS800-1984Section 625)



Actual Allowable

10 bcycal

bcy


V2 IS80046 - 19 Rev T

Actual Allowable

10 vmycal

vm

ActualFZ QY

IY THICKvmzcal

Actual

Allowable 10 vmzcal

vm

Shear Stresses - Double Angles



Actual FY QZ

IZ 2 THICKvmycal


Where

QYZD2

THICKZD4


QZ D THICKYD2

THICK2

LEG1- THICK2

THICKLEG1- THICK

4

Z 2


QZ D THICKYD2

THICK2

LEG2 - THICK2

THICKLEG2 - THICK

4

Z 2


Rev T IS80046 - 20 V2


Actual vaycal = FY

AY

vazcal =FZAZ




Allowable vay


x2 THICK

4000 1xx

y y

y1

12

1

2

2

13

Actual Allowable

10 vaycal

vay

Actual Allowable

10 vazcal

vaz

Where

AY = shear area in Y direction (Table Property)AZ = shear area in Z direction (Table Property)x1 = the lesser of c and dx2 = the greater of c and dc = distance between vertical stiffeners (see Parameter a)

= a (Parameter)d = clear distance between the flanges (Table Property)

= LEG1 - THICK Equal and Long Leg back-to-back= LEG2 - THICK Short Leg back-to-back


V2 IS80046 - 21 Rev T

accal

y

bczcal

bcz

bcycal

bcyf10

0 6

( AXEFF) 10 accal

ac

btzcal

btz

btycal

bty

Combined Stresses - Double Angles

Axial Compression and Bending - Double Angles


711a (Combined Axial Compression and Compression Side Bending IS800-1984Section 711a)

When

accal

ac 015

accal

ac

mz bczcal

accal

cczbcz

my bcycal

accal

ccybcy

C

106f

C

106f

10

When

accal

ac 015

accal

ac

bczcal

bcz

bcycal

bcy10

711b (Combined Axial Compression and Compression Side Bending IS800-1984Section 711b)

AXC TBEN (Combined Axial Compression and Tension Side Bending IS800-1984Section 71)


Rev T IS80046 - 22 V2

( AXEFF) 10 atcal

at

bczcal

b z

b ycal

b y

c

c

c

btycal btzcal2


Axial Tension and Bending - Double Angles


712 (Combined Axial Tension and Tension Side Bending IS800-1984 Section 712)

atcal

06fy

btzcal

066fy

btycal

066fy 10

AXT CBEN (Combined Axial Tension and Compression Side Bending IS800-1984Section 71)

Bending and Shear - Double Angles



bcycal bczcal2


Where



GT STRUDL IS800 Provisions for Round Bars

V2 IS80047 - 1 Rev T

Maximum y z Maximum L

r

Lr

y

y

z

z

IS80047 IS800 Provisions for Round Bars

Axial Tensions - Round Bars

For Round Bars subjected to axial tension ie FX is positive and FX FXMIN thefollowing provisions are checked


Actual (Lr) ==


Actual Allowable

10


Actual atcal =FX

AX(PF)


ActualAllowable

10 atcal

at

Where





IS800 Provisions for Round Bars GT STRUDL

Rev T IS80047 - 2 V2

Actual Allowable

10 accal

acz

Actual Allowable

10 accal

acy

Axial Compression - Round Bars

For Round Bars subjected to axial compression ie FX is negative and FX FXMIN the following provisions are checked



r K L

ry y

y

z z

z


ActualAllowable

10


Actual accal =FXAX

Allowable acy =

Minimum 06f 06

f f

f fy

ccy y

ccyn

yn 1n

Allowable acz =

Minimum 06f 06

f f

f fy

ccz y

cczn

yn 1n

Where



V2 IS80047 - 3 Rev T

yy y

y =

K Lr

zz z

z =

K Lr



is the elastic critical stress in compression for buckling f E

ccy

2

y2

about the Y axis


ccz

2

z2

about the Z axis



Rev T IS80047 - 4 V2

Z Axis Bending - Round Bars

For Round Bars subjected to Z axis bending ie MZ MZMIN the followingprovision is checked for the compression and tension side stresses Figure IS80047-1(a)illustrates member Z axis bending stress

621 (Maximum tensile and compressive bending stresses in a beam IS800-1984 Section 621)

Actual btzcal = bczcal =MZSZ


Actual Allowable

10 btzcal

btz


V2 IS80047 - 5 Rev T

Figure IS80047-1 Bending Stresses for Round Bars


Rev T IS80047 - 6 V2

Y Axis Bending - Round Bars

For Round Bars subjected to Y axis bending ie MY MYMIN the followingprovision is checked for the compression and tension side stresses Figure IS80047-1(b)illustrates member Y axis bending stress




Actual Allowable

10 bcycal

bcy


V2 IS80047 - 7 Rev T

Actual Allowable

10 vmycal

vm

Actual Allowable

10 vazcal

vaz

4 FY3 AX

Shear Stresses - Round Bars



Actual vmycal =

Actual vmzcal =


Actual Allowable

10 mzcal

vm

v

Where

AX = cross sectional area (Table Property)



vazcal =FZAZ


Actual Allowable

10 vaycal

vay

4 FZ3 AX


Rev T IS80047 - 8 V2

accal

y

bczcal

bcz

bcycal

bcyf10

0 6

2 2

Combined Stresses - Round Bars

Axial Compression and Bending - Round Bars

The following provisions are checked when axial compression and bending aboutone or both axes are present These provisions also are checked if only axial compressionexists or when only bending moments are present

711a (Combined Axial Compression and Bending IS800-1984 Section 711a)

When

accal

ac 015

accal

ac

mz bczcal

accal

cczbcz

my bcycal

accal

ccybcy

C

106f

C

106f

10

13

13

2 2

When

accal

ac 015

accal

ac

bczcal

bcz

bcycal

bcy10

2 2



V2 IS80047 - 9 Rev T

atcal

y

btzcal

y

btycal

y06f

066f

2

066f

2

10

bcycal2

bczcal2

vmycal2

vmzcal2

y3 f ( ) 0 9

Axial Tension and Bending - Round Bars



Bending and Shear - Round Bars



Where




Rev T IS80047 - 10 V2


GT STRUDL IS800 Provisions for Pipes

V2 IS80048 - 1 Rev T

IS80048 IS800 Provisions for Pipes

Axial Tensions - Pipes

For Pipes subjected to axial tension ie FX is positive and FX FXMIN thefollowing provisions are checked



r

Lr

y

y

z

z


Actual Allowable

10




ActualAllowable

10 atcal

at

Where



IS800 Provisions for Pipes GT STRUDL

Rev T IS80048 - 2 V2




V2 IS80048 - 3 Rev T

Actual Allowable

10 accal

acz

Actual Allowable

10 accal

acy

Axial Compression - Pipes

For Pipes subjected to axial compression ie FX is negative and FX FXMIN the following provisions are checked



r K L

ry y

y

z z

z


ActualAllowable

10


Actual accal =FXAX

Allowable acy =

Minimum 06f 06

f f

f fy

ccy y

ccyn

yn 1n

Allowable acz =

Minimum 06f 06

f f

f fy

ccz y

cczn

yn 1n


Rev T IS80048 - 4 V2

yy y

y =

K Lr

zz z

z =

K Lr

Where





ccy

2

y2

about the Y axis


ccz

2

z2

about the Z axis



V2 IS80048 - 5 Rev T

Z Axis Bending - Pipes

For Pipes subjected to Z axis bending ie MZ MZMIN the following provisionis checked for the compression and tension side stresses Figure IS80048-1(a) illustratesmember Z axis bending stress




Actual Allowable

10 btzcal

btz


Rev T IS80048 - 6 V2

Figure IS80048-1 Bending Stresses for Pipes


V2 IS80048 - 7 Rev T

Y Axis Bending - Pipes

For Pipes subjected to Y axis bending ie MY MYMIN the following provisionis checked for the compression and tension side stresses Figure IS80048-1 (b) illustratesmember Y axis bending stress




Actual Allowable

10 bcycal

bcy


Rev T IS80048 - 8 V2

ActualFY QZ

IY 2 THICKvmycal

Actual Allowable

10 vmycal

vm

Shear Stresses - Pipes


641 Y (Maximum shear stresses in Y and Z directions IS800-1984 Section 641)641 Z

ActualFY QZ

IZ 2 THICKvmycal


Actual Allowable

10 mzcal

vm

v

Where

QY QZ23

OD2

ID2

3 3

642 Y (Average shear stresses in Y and Z directions IS800-1984 Section 642)642 Z


vazcal =FZAZ


Actual Allowable

10 vaycal

vay

Actual Allowable

10 vazcal

vaz


V2 IS80048 - 9 Rev T

accal

y

bczcal

bcz

bcycal

bcyf10

0 6

2 2

Combined Stresses - Pipes

Axial Compression and Bending - Pipes



When

accal

ac 015

accal

ac

mz bczcal

accal

cczbcz

my bcycal

accal

ccybcy

C

106f

C

106f

10

13

13

2 2

When

accal

ac 015

accal

ac

bczcal

bcz

bcycal

bcy10

2 2



Rev T IS80048 - 10 V2

atcal

y

btzcal

y

btycal

06f

066f

066f 10

2 2

bcycal2

bczcal2

vmycal2

vmzcal2

y3 f ( ) 0 9

Axial Tension and Bending - Pipes



Bending and Shear - Pipes



Where



GT STRUDL IS800 Provisions for Square and Rectangular Bars

V2 IS80049 - 1 Rev T

IS80049 IS800 Provisions for Square and Rectangular Bars

Axial Tensions - Square and Rectangular Bars

For Square and Rectangular Bars subjected to axial tension ie FX is positive andFX FXMIN the following provisions are checked



r

L

ry

y

z

z


Actual Allowable

10




ActualAllowable

10 atcal

at

Where





IS800 Provisions for Square and Rectangular Bars GT STRUDL

Rev T IS80049 - 2 V2

Actual Allowable

10 accal

acz

Actual Allowable

10 accal

acy

Axial Compression - Square and Rectangular Bars

For Square and Rectangular Bars subjected to axial compression ie FX is negativeand FX FXMIN the following provisions are checked



r K L

ry y

y

z z

z


ActualAllowable

10


Actual accal =FXAX

Allowable acy =

Minimum 06f 06

f f

f fy

ccy y

ccyn

yn 1n

Allowable acz =

Minimum 06f 06

f f

f fy

ccz y

cczn

yn 1n

Where



V2 IS80049 - 3 Rev T

yy y

y =

K Lr

zz z

z =

K Lr




ccy

2

y2

about the Y axis


ccz

2

z2

about the Z axis



Rev T IS80049 - 4 V2

Actual Allowable

10 btzcal

btz

Z Axis Bending -Square and Rectangular Bars

For Square and Rectangular Bars subjected to strong axis bending (Z axis bending)ie MZ MZMIN the following provision is checked for the compression and tensionside stresses Figures IS80049-1(a) and (b) illustrate member Z axis bending stresses

621 (Maximum tensile and compression bending stresses in a beam IS800-1984 Section 621)



Actual Allowable

10 bczcal

bcz


V2 IS80049 - 5 Rev T

Figure IS80049-1 Bending Stresses for Square and Rectangular Bars


Rev T IS80049 - 6 V2

Y Axis Bending - Square and Rectangular Bars

For Square and Rectangular Bars subjected to weak axis bending (Y axis bending)ie MY MYMIN the following provision is checked for the compression and tensionside stresses Figures IS80049-1(c) and (d) illustrate member Y axis bending stresses




Actual Allowable

10 bcycal

bcy


V2 IS80049 - 7 Rev T

Actual Allowable

10 vmycal

vm

QY

ZD8

YD2

QZ

YD8

ZD2

ActualFZ QYIY YDvmzcal

Actual

Allowable 10

vmzcal

vm

Shear Stresses - Square and Rectangular Bars



Actual vmycal = FY QZIZ ZD


Where



vazcal =FZAZ


Actual Allowable

10 vaycal

vay

Actual Allowable

10 vazcal

vaz


Rev T IS80049 - 8 V2

accal

y

bczcal

bcz

bcycal

bcyf10

0 6

Combined Stresses -Square and Rectangular Bars

Axial Compression and Bending - Square and Rectangular Bars



When

accal

ac 015

accal

ac

mz bczcal

accal

cczbcz

my bcycal

accal

ccybcy

C

106f

C

106f

10

When

accal

ac 015

accal

ac

bczcal

bcz

bcycal

bcy10



V2 IS80049 - 9 Rev T

Axial Tension and Bending - Square and Rectangular Bars



atcal

y

btzcal

y

btycal

y06f 066f 066f 10

Bending and Shear - Square and Rectangular Bars



bcycal bczcal2


Where




Rev T IS80049 - 10 V2


GT STRUDL IS800 Provisions for Structural Tubing

V2 IS800410 - 1 Rev T

IS800410 IS800 Provisions for Structural Tubing

Effective Cross-Section Properties Computation - Structural Tubing

Effective cross-section properties for Structural Tubing are checked and if they aregreater than the actual cross-section properties the member is marked as a failed code checkmember

The following effective cross-section properties provisions are checked when theratio of the widthdepth is less than or equal to 02

When ZD YD 02 following provisions are checked

INTZDec (Computation of effective internal flange width INTZDec for whenthe flange is under compression IS800-1984 Section 3521)

INTZDec is computed for when the flange is under axial compression or Z axisbending (Figure IS800410-1)

INTZDec = 2 times 20T1

If INTZDec lt ZD - 2 times WBTKMember is marked as a failed code check member

If INTZDec ZD - 2 times WBTKThe effective cross-section property check is passed No reduction for thecross-section properties is needed

Where




IS800 Provisions for Structural Tubing GT STRUDL

Rev T IS800410 - 2 V2

Figure IS800410-1 Effective Cross-Section Properties for Structural Tubing


V2 IS800410 - 3 Rev T

INTYD Minimum of

2 560Tf

or

2 35Tec

1

y

1

ZDefft (Computation of effective flange width ZDefft for when the flangeis under tension IS800-1984 Section 3521)







Section 3522)



For Other plates the value of the parameter lsquoSTRERELIrsquo is equal to lsquoYESrsquo This isthe default treatment


Rev T IS800410 - 4 V2

INTYD Minimum of

2 800Tf

or

2 50Tec

1

y

1

YD Minimum of

2 1440Tf

or

2 90Tc

1

y

1






YD YDc




3522)


INTYDet = 2 times 60t


V2 IS800410 - 5 Rev T



WhereT1 = WBTK web thickness (Table Property)t = WBTK (Table Property)INTYD = clear depth of the web computed as the profile depth minus


Also total cross-section depth YD is limited to 2 times 100T1 This means that if thetotal cross-section depth YD is larger than 2 times 100T1 the member will be markedas a failed code check member

YDt = 100T1

YD YDt


Rev T IS800410 - 6 V2

Axial Tensions - Structural Tubing

For Structural Tubing subjected to axial tension ie FX is positive and FX FXMIN the following provisions are checked


Actual (Lr) = = Maximum y z Maximum Lyr y

Lzrz


Actual Allowable

10




ActualAllowable

10 atcal

at

Where






V2 IS800410 - 7 Rev T

Actual Allowable

10 accal

acz

Actual Allowable

10 accal

acy

Axial Compression - Structural Tubing

For Structural Tubing subjected to axial compression ie FX is negative and FX

FXMIN the following provisions are checked



r K L

ry y

y

z z

z


ActualAllowable

10


Actual accal =FXAX

Allowable acy =

Minimum 06f 06

f f

f fy

ccy y

ccyn

yn 1n

Allowable acz =

Minimum 06f 06

f f

f fy

ccz y

cczn

yn 1n


Rev T IS800410 - 8 V2

yy y

y =

K Lr

zz z

z =

K Lr

Where





ccy

2

y2

about the Y axis


ccz

2

z2

about the Z axis



V2 IS800410 - 9 Rev T

Z Axis Bending - Structural Tubing

For Structural Tubing subjected to strong axis bending (Z axis bending) ie MZ MZMIN the following provisions are checked for the compression and tension sidestresses Figures IS800410-2(a) and (b) illustrate member Z axis bending stresses


Actual btzcal =MZSZ


Actual Allowable

10 btzcal

btz

623 (Maximum permissible bending compressive stress in a beam IS800-1984Section 623 and Section 621)

Actual bczcal =MZSZ

Allowable bcz =

Minimum 066f 066

f f

f fy

cb y

cbn

yn 1n

Actual Allowable

10 bczcal

bcz

Where




Rev T IS800410 - 10 V2

Figure IS800410-2 Bending Stresses for Structural Tubing


V2 IS800410 - 11 Rev T

FLTKWBTK

2 0

INTYDWBTK

13440fy





f k X k Ycccb 1 2

2

1

When

Tt =

and

d1t =


fcb = 12 fcb

Where

X Y 1120

UNLCF FLTKRY YD

2

Y

265 10UNLCF

RY

5

2

k1 = 10 for structural tubing



Rev T IS800410 - 12 V2





INTYD = flat width of the web (Table Property)= YD - 2 times FLTK - 2 times radius



c2c1 = respectively the lesser and greater distances from thesection neutral axis to the extreme fibers c2c1 = 10for structural tubing


V2 IS800410 - 13 Rev T

Y Axis Bending - Structural Tubing

For Structural Tubing subjected to weak axis bending (Y axis bending) ie MY

MYMIN the following provision is checked for the compression and tension side stressesFigures IS800410-2(c) and (d) illustrate member Y axis bending stresses

625 (Maximum compressive and tensile bending stresses in a beam IS800-1984Section 625)



Actual Allowable

10 bcycal

bcy


Rev T IS800410 - 14 V2

Actual

Allowable 10 vmycal

vm

QZ

INTYD4

WBTK ZD FLTKYD2

2

FZ QYIY 2 FLTK

Shear Stresses - Structural Tubing




IZ 2 WBTK

Actual vmzcal =


Actual

Allowable 10 vmzcal

vm

Where

QY

ZD4

FLTK INTYD WBTKZD2

2



vazcal =FZAZ


V2 IS800410 - 15 Rev T


Actual Allowable

10 vaycal

vay

Actual Allowable

10 vazcal

vaz

Where

AY = shear area in the Y axis direction (Table Property)

AZ = shear area in the Z axis direction (Table Property)


Rev T IS800410 - 16 V2

accal

y

bczcal

bcz

bcycal

bcyf10

0 6

Combined Stresses - Structural Tubing

Axial Compression and Bending - Structural Tubing



When

accal

ac 015

accal

ac

mz bczcal

accal

cczbcz

my bcycal

accal

ccybcy

C

106f

C

106f

10

When

accal

ac 015

accal

ac

bczcal

bcz

bcycal

bcy10

711b (Combined Axial Compression and Bending IS800-1984 Section 711b)


V2 IS800410 - 17 Rev T

btycal btzcal2


Axial Tension and Bending - Structural Tubing

The following provision is checked when axial tension and bending about one orboth axes are present


atcal

y

btzcal

y

btycal

y06f 066f 066f 10

Bending and Shear - Structural Tubing



bcycal bczcal2


Where




Rev T IS800410 - 18 V2



V2 IS800 Appendix A - 1 Rev T



2 ICES Programmers Reference Manual 2nd Ed Edited by W AnthonyDillon Civil Engineering Systems Laboratory Massachusetts Institute ofTechnology Cambridge Mass Research Report No R71-33 August 1971

3 ICES System General Description Edited by Daniel Roos Civil EngineeringSystems Laboratory Massachusetts Institute of Technology CambridgeMass Research Report No R67-49 September 1967

4 ICES Subsystem Development Primer Civil Engineering Systems LaboratoryMassachusetts Institute of Technology Cambridge Mass Research ReportNo R68-56 May 1968

5 Logcher Robert D et al ICES STRUDL-II The Structural Design LanguageEngineering Users Manual Volume 1 Civil Engineering Systems LaboratoryMassachusetts Institute of Technology Cambridge Mass Research ReportNo R68-91 November 1968

6 MIT ICES360 STRUDL II Documentation for Stiffness Analysis and SteelMember Selection Civil Engineering Systems Laboratory MassachusettsInstitute of Technology Cambridge Mass January 1972

7 Roos Daniel ICES System Design 2nd Ed Cambridge Mass The MITPress 1967

8 Schumacher Betsy An Introduction to ICES Civil Engineering SystemsLaboratory Massachusetts Institute of Technology Cambridge MassResearch Report No R67-47 September 1967

9 Standard Specification for Zinc-Coated Steel Structural Strand ASTMA506-68 January 1968

10 The ICES STRUDL Swap Enhancements ICES Distribution Agency POBox 3956 San Francisco California 94119


Rev T IS800 Appendix A - 2 V 2

11 ICES JOURNAL ICES Users Group Inc Frederick E Hajjar Editor POBox 231 Worcester Mass 01613

12 Logcher Robert D et al ICES STRUDL-II The Structural Design LanguageEngineering Users Manual Volume 2 Civil Engineering Systems LaboratoryMassachusetts Institute of Technology Cambridge Mass Research ReportNo R70-77 2nd Edition December 1973


14 Logcher Robert D et al ICES TABLE-I An ICES File Storage SubsystemEngineering Users Manual Civil Engineering Systems LaboratoryMassachusetts Institute of Technology Cambridge Mass Research ReportNo R67-58 September 1967

15 Manual of STEEL CONSTRUCTION Sixth Edition American Institute ofSteel Construction Inc New York 1963

16 Manual of STEEL CONSTRUCTION Seventh Edition American Institute ofSteel Construction Inc New York 1969

17 King Reno C Piping Handbook 5th ed page 4-51 McGraw-Hill BookCompany 1967

18 GTICES TOPOLOGY Users Manual School of Civil Engineering GeorgiaInstitute of Technology Atlanta Georgia 1976

19 Zienkiewicz O C The Finite Element Method in Engineering ScienceMcGraw- Hill London Third Edition 1977





22 Ergatoudis I Irons B M and Zienkiewicz O C Curved IsoparametricQuadrilateral Elements for Finite Element Analysis Int J Solids andStructures 4 1968

23 Aparicia L E and Connor J J Isoparametric Finite Element DisplacementModels Research Report R70-39 MIT Department of Civil EngineeringJuly 1970

24 Britten S S and Connor J J A New Family of Finite Elements ResearchReport R71-14 MIT Department of Civil Engineering February 1971

25 Aparicia L E Finite Element Implementation for the Structural DesignLanguage M S Thesis MIT Department of Civil Engineering September1969

26 Felippa C D Refined Finite Element Analysis of Linear and Nonlinear TwoDimensional Structures SESM Report 66-22 University of California atBerkeley 1966

27 Caramanlian C Selby K A and Will G T Plane Stress Formulation inFinite Element Method Publication 76-06 University of Toronto Departmentof Civil Engineering June 1976

28 Kok A W M and Vrijman C F A New Family of Reissner-ElementsDepartment of Civil Engineering Delft University of TechnologyNetherlands to be published

29 Adini A and Clough R W Analysis of Plate Bending by the Finite ElementMethod Report submitted to the National Science Foundation Grant G73371960

30 Clough R W Comparison of Three Dimensional Finite ElementsProceedings of the Symposium on Application of Finite Element Methods inCivil Engineering American Society of Civil Engineers Nashville TennesseeNovember 1969




32 Arena J R et al Guide for Design of Steel Transmission Towers ASCE -Manuals and Reports on Engineering Practice - No 52 1971

33 Manual of STEEL CONSTRUCTION Eighth Edition American Institute ofSteel Construction Inc New York 1980

34 Dimensions and Properties New W HP and WT Shapes American Instituteof Steel Construction Inc New York 1978

35 Guide to Stability Design Criteria for Metal Structures Third Edition Editedby Bruce G Johnston John Wiley and Sons Inc 1976

36 McGuire William Steel Structures Prentice-Hall Inc Englewood CliffsNew Jersey 1968

37 Salmon Charles G and Johnson John E Steel Structures Design andBehavior International Textbook Company 1971

38 Marcus Samuel H Basics of Structural Steel Design Reston PublishingCompany Inc Reston Virginia 1977

39 Adams P F Krentz H A and Kulak G L Limit States Design inStructural Steel Canadian Institute of Steel Construction 1977

40 Limit States Design Steel Manual First Edition Edited by M I GilmorCanadian Institute of Steel Construction 1977

41 Gilmor Michael I Implementation of CSA S16-1969 in ICES SubsystemSTRUDL Canadian Institute of Steel Construction 1970

42 Gilmore Michael I and Selby Kenneth A STRUDL II - CSA S16 UsersManual Canadian Institute of Steel Construction 1970

43 Clough R W and Penzien J Dynamics of Structures McGraw-Hill Inc1975





46 Bathe K J and Wilson E L Numerical Methods in Finite ElementAnalysis Prentice 1976

47 Wilkinson J H The Algebraic Eigenvalue Problem Oxford Univeristy Press1965

48 Rosen R and Rubinstein M F Dynamic Analysis by MatrixDecomposition Journal of the Engineering Mechanics Division AmericanSociety of Civil Engineers April 1968

49 Newman Malcolm and Flanagan Paul Eigenvalue Extraction in NASTRANby the Tridiagonal Reduction (FEER) Method NASA CR-2731 1971

50 Cullum J A and Willoughby R A Fast Modal Analysis of Large Sparsebut Unstructured Symmetric Matrices Proceedings of the 17th IEEEConference on Decision and Control San Diego California January 1979

51 Paige C C Computational Variants of the Lanczos Method for theEigenproblem J INST MATH APPL 10 373-381


53 Wong Lung-Chun Implementation of AISC Design for W shapes Channelsand Tees in GTSTRUDL GTICES Systems Laboratory School of CivilEngineering Atlanta Georgia unpublished research report March 1980

54 ASME Boiler and Pressure Vessel Code Section III Rules for Constructionof Nuclear Power Plant Components Division 1 - Subsection NF ComponentSupports July 1 1977



57 Megson T H G Linear Analysis of Thin-Walled Elastic Structures JohnWiley and Sons Inc 1974



58 Timoshenko S P and Goodier J N Theory of Elasticity McGraw-Hill1970

59 Timoshenko S P and Goodier J N Theory of Elastic StabilityMcGraw-Hill 1961

60 Wong L C and Thurmond M W Warping in Open and Closed SectionsGTICES Systems Laboratory School of Civil Engineering Atlanta GeorgiaJune 1981

61 Der Kiureghian Armen A Response Spectrum Method for RandomVibrations Report No VCBEERC-8015 Earthquake Engineering ResearchCenter University of California Berkeley June 1980

62 Gibbs N E Poole W G Jr and Stockmeyer P K An Algorithm forReducing the Bandwidth and Profile of a Sparse Matrix SIAM JournalNumerical Analysis Vol 13 No 2 April 1976

63 Cuthill E and McKee J Reducing the Bandwidth of Sparse SymmetricMatrices Proceedings of the 24th National Conference Association forComputing Machinery 1969



66 Mander J B Priestley M J N and Park R ldquoTheoretical Stress-StrainModel for Confined Concreterdquo Journal of Structural Engineering Vol 114No 8 August 1988





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 1122February 1978



72 Manual of Steel Construction Allowable Stress Design Ninth EditionAmerican Institute of Steel Construction Inc Chicago Illinois 1989

73 Structural Welding Code - Steel ANSIAWS D11-90 American NationalStandards Institute American Welding Society Miami Florida 1990

74 Guide for Design of Steel Transmission Towers Second Edition ASCEManuals and Reports on Engineering Practice No 52 New York New York1988

75 Structural Welding Code - Steel ANSIAWS DI1-94 American NationalStandards Institute American Welding Society Miami Florida 1994

76 Cold-Formed Steel Design Manual American Iron and Steel InstituteWashington DC 1989

77 UNISTRUT Corporation Notes 1994 Notes covering a copy of UNISTRUTSection Properties UNISTRUT Northern Area 1500 Greenleaf Elk GroveVillage IL 60007 January 7 1994

78 General Engineering Catalog UNISTRUT Metal Framing North AmericanEdition No 12 UNISTRUT Corporation 35660 Clinton Street WayneMichigan 48184 1993

79 Structural Use of Steelwork in Building British Standards Institution BS5950 Part 1 1990 Part 1 Code of Practice for Design in simple continuousConstruction Hot Rolled Sections London England 1990



80 Manual of Steel Construction Load amp Resistance Factor Design FirstEdition American Institute of Steel Construction Inc Chicago Illinois 1986

81 Manual of Steel Construction Load amp Resistance Factor Design Volume ISecond Edition American Institute of Steel Construction Inc ChicagoIllinois 1993

82 Steelwork Design Guide to BS 5950 Part 1 1990 Volume 1 SectionProperties Member Capacities 4th Edition Published by The SteelConstruction Institute in association with the British Constructional SteelworkAssociation Limited British Steel PIC Berkshire England 1996

83 Metric Properties of Structural Shapes with Dimensions According to ASTMA6M American 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 AluminumCompany of America

85 Guidelines for Electrical Transmission Line Structural Loading ASCEManuals and Reports on Engineering Practice No 74 American Society ofCivil Engineers New York New York 1991

86 Minimum Design Loads for Buildings and Other Structures ASCE 7-95American Society of Civil Engineers New York New York 1996

87 Peyrot Alain PLS-CADD Users Manuals PLS-CADD Version 30 PowerLine Systems Inc 1995

88 Balan Toader A Filippou Filip C and Popov Egor P ldquoHysteretic Modelof Ordinary and High Strength Reinforcing Steelrdquo Journal of StructuralEngineering Vol 124 No 3 March 1998


90 Eurocode 3 Design of steel structures Part 11 General rules and rules forbuildings (together with United Kingdom National Application Document)DD ENV 1993-1-11992 British Standards Institution




92 Indian Standard CODE OF PRACTICE FOR GENERAL CONSTRUCTIONIN STEEL Second Revision IS800-1984 New Delhi December 1995

93 Indian Standard DIMENSIONS FOR HOT ROLLED STEEL BEAMCOLUMN CHANNEL AND ANGLE SECTIONS Third Revision IS8081989 New Delhi September 1989

94 AISC LRFD Specification for the Design of Steel Hollow Structural SectionsApril 15 1997 American Institute of Steel Construction Inc ChicagoIllinois 1997

95 Structural Use of Steelwork in Building Part 1 Code of practice for design ofrolled and welded sections British Standard BS 5950-1 2000 LondonEngland May 2001


97 1997 Uniform Building Code Volume 2 Structural Engineering DesignProvisions International Conference of Building Officials WhittierCalifornia April 1997





V2 IS800 Appendix B - 1 Rev T




Rev T IS800 Appendix B - 2 V 2



V2 IS800 Appendix C - 1 Rev T




Rev T IS800 Appendix C - 2 V 2

End of Document

Title Page

Revision History

Notices amp Disclaimer

Table of Contents

IS800 Code

Introduction

Code Parameters


Indian Standard Code(s)

Properties Used by IS800

Parameters Used by IS800

System Parameters

Control Parameters

Code Parameters

Provisions of IS800

General Nomenclature

I shapes

Channels

Single Angles

Tees

Double Angles

Round Bars

Pipes


Structural Tubing

Appendices



Appendix C GTSTRUDL Table of Steel Profiles

File Attachment
IS800 Manual


52 - 54



52 - 55



52 - 56



52 - 57


5 The IS800 code assumes all shapes are hot rolled In the case of a welded plateshape the user must be certain that the section properties contained in a usercreated table of welded plate shapes are consistent with the requirements of theIS800-1984 Specification (92) For example in the case of a welded plate I-shape section the shear area AY used for both analysis and shear stress checksmust be equal to the web thickness times the interior distance between flanges(ie WBTK times INTYD)

6 In the case of welded plates if the welded plates are not stress relieved a value oflsquoNOrsquo should be specified for the parameter lsquoSTRERELIrsquo For more explanation see parameter lsquoSTRERELIrsquo and Section 3522 of IS800-1984



Section Title






52 - 58




1 Table IS8001-1 Shows the parameters used by the IS800 code TableIS8001-1 contains the applicable parameter names theirdefault values and a brief description of the parameters

2 Section IS8002 Describes the cross-section properties used for each shape

3 Section IS8003 Contains detail discussion of the parameters used by theIS800 code and they are presented in alphabetic order inthis section

4 Section IS8004 Describes the subsections in the Section IS8004

5 Section IS80041 Defines the symbols used in the IS800 code provisions

6 Section IS80042 Contains detailed discussion of the code provisions and theequations applicable to the I shape cross-sections subjectedto bending and axial forces

7 Section IS80043 Contains detailed discussion of the code provisions and theequations applicable to the Channel cross-sectionssubjected to bending and axial forces

8 Section IS80044 Contains detailed discussion of the code provisions and theequations applicable to the Single Angle cross-sectionssubjected to bending and axial forces


52 - 59

9 Section IS80045 Contains detailed discussion of the code provisions and theequations applicable to the Tee cross-sections subjected tobending and axial forces

10 Section IS80046 Contains detailed discussion of the code provisions and theequations applicable to the Double Angle cross-sectionssubjected to bending and axial forces

11 Section IS80047 Contains detailed discussion of the code provisions and theequations applicable to the Round Bar cross-sectionssubjected to bending and axial forces

12 Section IS80048 Contains detailed discussion of the code provisions and theequations applicable to the Pipe cross-sections subjected tobending and axial forces

13 Section IS80049 Contains detailed discussion of the code provisions and theequations applicable to the Square and Rectangular Barcross-sections subjected to bending and axial forces

14 Section IS800410 Contains detailed discussion of the code provisions and theequations applicable to the Structural Tubing cross-sectionssubjected to bending and axial forces


52 - 60



52 - 61

Table IS8001-1



CODE Required Identifies the code to be used for member checking or memberselection Specify IS800 for code name See Table IS8001-2 andSections IS8002 IS8003 and IS8004 for a more detaileddescription


CODETOL 00 Percent variance from 10 for compliance with the provisions of acode The ratio of ActualAllowable must be less than or equal to[10 + CODETOL100]



between stiffeners to the web depth An arbitrary high value of2540000 (mm) has been assumed as a default to indicate that webstiffeners are absent A value is necessary to account for webstiffeners in the allowable shear stress calculation (Provision lsquo642Yrsquo and lsquo642 Zrsquo)

STRERELI YES Parameter to specify if the welded plates are stress relieved or not This parameter is used for the computationof the effective cleardepth of the web (see Section 3522 of IS800-1984 and SectionIS80042 of Volume 2 - IS800) A value of NO indicates thatwhen the effective clear depth of the web is being computedassume that the welded plates are not stress relieved The defaultvalue of lsquoYESrsquo indicates that the cross-section is stress relieved


52 - 62




Material Properties

STEELGRD A36 Identifies the grade of steel from which a member is made SeeTable IS8001-4 for steel grades and their properties

FY Computed Yield stress of member Computed from STEELGRD if not given

REDFY 10 Reduction factor for FY This factor times FY gives the fy valueused by the code Used to account for property changes at hightemperatures


Slenderness Ratio

SLENCOMP Computed Maximum permissible slenderness ratio (KLr) for membersubjected to axial compression When no value is specified forthis parameter the value of 180 is used for the maximumslenderness ratio

SLENTEN Computed Maximum permissible slenderness ratio (Lr) for membersubjected to axial tension When no value is specified for thisparameter the value of 400 is used for the maximum slendernessratio

K-Factors

COMPK NO Parameter to request the computation of the effective length factorsKY and KZ (Section 22 of Volume 2A)

YES = Compute KY and KZ factors

KY = Compute KY only

KZ = Compute KZ only

NO = Use default or specified values for KY and KZ


52 - 63





KY 10 Effective length factor for buckling about the local Y axis of theprofile See Section 22 of Volume 2A for GTSTRUDL computa-tion of effective length factor KY

KZ 10 Effective length factor for buckling about the local Z axis of theprofile See Section 22 of Volume 2A for GTSTRUDL computa-tion of effective length factor KZ

Print-K YES Parameter to print the computed K-factor values after the defaultcode check or select command output (TRACE 4 output) Thedefault value of lsquoYESrsquo for this parameter indicates that thecomputed K-factor values should be printed after the code check orselect command output The column names attached to the startand end of the code checked member is also printed This printedinformation allows the user to inspect the automatic detection ofthe columns attached to the start and end of the designed member A value of lsquoNOrsquo indicates that K-factor values and the names ofthe attached columns to the start and end of the designed membershould not be printed

SDSWAYY YES Indicates the presence or absence of sidesway about the local Yaxis



SDSWAYZ YES Indicates the presence or absence of sidesway about the local Zaxis




52 - 64




CantiMem NO Parameter to indicate that a member or a physical member which ispart of a cantilever truss should be considered as a cantilever in theK-factor computation True cantilever members or physicalmembers are detected automatically

NO = member of physical member is not cantilever


GAY Computed G-factor at the start joint of the member GAY is used in thecalculation of effective length factor KY (see parameter COMPKKY and Section 22 of Volume 2A)

GAZ Computed G-factor at the start joint of the member GAZ is used in thecalculation of effective length factor KZ (see parameter COMPKKZ and Section 22 of Volume 2A)

GBY Computed G-factor at the end joint of the member GBY is used in thecalculation of effective length factor KY (see parameter COMPKKY and Section 22 of Volume 2A)


GBZ Computed G-factor at the end joint of the member GBZ is used in thecalculation of effective length factor KZ (see parameter COMPKKZ and Section 22 of Volume 2A)

Buckling Length

LY Computed Unbraced length for buckling about the local Y axis of the profile Computed as length of member

LZ Computed Unbraced length for buckling about the local Z axis of the profile Computed as length of member


52 - 65





FRLY 10 Fractional form of the parameter LY Allows the unbraced lengthto be specified as fractions of the total length Used only when LYis computed

FRLZ 10 Fractional form of the parameter LZ similar to FRLY Used onlywhen LZ is computed

Bending Stress

UNLCF Computed Unbraced length of the compression flange Computed as lengthof member In this parameter no distinction is made between theunbraced length for the top or bottom flange See UNLCFTF orUNLCFBF

FRUNLCF 10 Fractional form of the parameter UNLCF Allows the unbracedlength to be specified as a fraction of the total length Used onlywhen UNLCF is computed

UNLCFTF Computed Unbraced length of the compression flange for the top flange When no value is specified UNLCF and FRUNLCF is used forthis parameter

UNLCFBF Computed Unbraced length of the compression flange for the bottom flange When no value is specified UNLCF and FRUNLCF is used forthis parameter


52 - 66




Combined Stresses

AXEFF 00 Axial stress reduction factor indicating the amount of the axialstress which is to be deducted from a corresponding bending stressacting in the opposite direction (see Provisions lsquoAXC TBENrsquo andlsquoAXT CBENrsquo for Channels Section IS80043)

CMY Computed Coefficient which modifies Y axis bending stress in interactionequation (IS800-1984 Second Ed Section 7 (92))

CMZ Computed Coefficient which modifies Z axis bending stress in interactionequation (IS800-1984 Second Ed Section 7 (92))

Force Limitation

FXMIN 22 (N) Minimum axial force to be considered by the code anything less inmagnitude is taken as zero






52 - 67






PRIDTA 10 Flag for requesting output from selection procedure

1 = no output2 = output parameters

SUMMARY NO Indicates if SUMMARY information is to be saved for themember Choices are YES or NO See Sections 29 and 72 ofVolume 2A for explanation

PrintStr NO Parameter to request to print the section actual and allowablevalues for allowable stress design codes The default output fromCHECK or SELECT command prints the section force values Avalue of lsquoYESrsquo for this parameter indicates that the section actualand allowable values should be printed instead of default sectionforces

TRACE 40 Flag indication when checks of code provisions should be outputduring design or code checking See Section 72 of Volume 2A forexplanation1 = never2 = on failure3 = all checks4 = controlling ActualAllowable values and section forces

VALUES 10 Flag indication if parameter or property values are to be outputwhen retrieved See Section 72 of Volume 2A for explanation1 = no output2 = output parameters3 = output properties4 = output parameters and properties


52 - 68

Table IS8001-2



IS800 IS8002-1 Checks compliance of I shape Single angle Channel TeeDouble angles Solid Round bar Pipe Solid Square andRectangular bar and Structural tubing shape profiles to the IndianStandard IS800-1984 Specification (92)


52 - 69

Table IS8001-3



I shapes See Appendix C of Volume 2A for list of applicable table names for Ishapes W S M HP shapes wide flange shapes universal beamshapes universal column shapes etc

Channels See Appendix C of Volume 2A for list of channel cross-section tablenames applicable to IS800 code

Single Angles See Appendix C of Volume 2A for list of single angle cross-sectiontable names applicable to IS800 code

Tees See Appendix C of Volume 2A for list of tee cross-section table namesapplicable to IS800 code

Double Angles See Appendix C of Volume 2A for list of double angle cross-sectiontable names applicable to IS800 code

Solid Round Bars See Appendix C of Volume 2A list of solid round bar cross-sectiontable names applicable to IS800 code

Pipes See Appendix C of Volume 2A for list of pipe (round HSS circularhollow section) cross-section table names applicable to IS800 code


Solid Rectangular Bars See Appendix C of Volume 2A for list of solid rectangular bar cross-section table names applicable to IS800 code

Structural Tubes See Appendix C of Volume 2A for list of rectangular and squarestructural tube (rectangular and square HSS rectangular and squarehollow section) cross-section table names applicable to IS800 code


52 - 70

Table IS8001-4




Steel GradeASTM

Designation



1 2 3 4 5

A36 3658

3658

3658

3658

3658

A529 4260

NA NA NA NA

A441 5070

5070

4667

4263

4263

A572-G42 4260

4260

4260

4260

4260

A572-G50 5065

5065

5065

5065

5065

A572-G60 6075

6075

NA NA NA

A572-G65 6580

NA NA NA NA

A242 5070

5070

4675

4263

4263

A588 5070

5070

5070

5070

5070

NA indicates that shapes in the corresponding group are not produced for that grade of steel GTSTRUDL assumes Fy and Fts tobe zero in such cases and will not select profiles for these combinations of group number and steel grade Yield strengths (Fy)and minimum tensile strengths (Fts) were obtained from the summary of ASTM specifications included in the 1993 AISC LRFDSecond Edition 1989 AISC ASD Ninth Edition and the 1978 AISC specification

GT STRUDL ACI Code 318-99

52 - 71

524 ACI Code 318-99

Design of beams and columns by the 1999 ACI code has been added Only membersdesignated as TYPE BEAM or TYPE COLUMN in a DESIGN DATA command can bePROPORTIONed when the METHOD is set to ACI318-99 When you specify ACI318-99you will be reminded that it is a pre-release feature by a message (see the Example below)Note that CHECK is not available for codes after ACI318-77 including ACI318-99

ExampleMETHOD ACI318-99 INFO_MET ndash 318-99 is a pre-release feature

DESIGN DATA FOR MEMBER 1 TYPE BEAM RECTPROPORTION MEMBER 1

ACTIVE CODE = ACI 318-99

(the rest of the output is the same format as previouscodes)


52 - 72

The table of CONSTANTS and assumed values for ACI 318-99 is shown below

TABLE 24-1 CONSTANTS and Assumed Values for ACI 318-99CONSTANT Explanation ACI 318-99 Assumed Value

FCP Compressive strength of concrete fc 4000 psi

FY Yield strength of reinforcement fy 60000 psi

WC Unit weight of plain concrete 145 pcf

DENSITY Unit weight of reinforced concrete (1) 150 pcf

FC Allow compr stress in concrete Fc A31 045(FCP)

VU Ult shear stress in beam with web reinf (2) 11569(5)

V Allow shear stress in beam with web reinf A31(b)

RFSP Splitting ratio fct (3) 9523 67

FYST Yield strength of stirrups 60000 psi

FYSP Yield strength of spiral 60000 psi

FS Allowable tension stress in primary reinf 20000 psi for

FSC Allowable compressive stress in column reinf (4) A32 Grades 40 50

FV Allowable tension stress in stirrups (5) 24000 psi for

Grade 60

PHIFL Flexure capacity reduction factor 932 09

PHISH Shear capacity reduction factor 932 085

PHIBO Bond capacity reduction factor 932 085

PHITO Torsion capacity reduction factor 932 085

PHISP Spiral column capacity reduction factor 932 075

PHITI Tied column capacity reduction factor 932 07

BLFR Ratio of max p (p - p) or (pw - pf) to pbal 1033 075

PMAXCO Maximum allowable reinforced ratio in columns 1091 008

PMINCO Minimum allowable reinforced ratio in columns 1091 001

PMINFL Minimum allowable reinforced ratio in flexuralmembers

1051 200FY

ES Modulus of elasticity for reinf steel 852 29x106psi

EC Modulus of elasticity for concrete 851 33(WC)15

EU Ult strain in concrete at extreme comp fiber 1023 0003


52 - 73

Notes

1 The constant DENSITY is the GTSTRUDL constant of the same namewhich has been set to a value of 150 pcf for reinforced concrete

2 VU is multiplied by PHISH internally

3 Calculations for Vc and Tc are modified by replacing with RFSP67( ) as per Section 11211

4 The assumed value of FSC is also limited to 30000 psi maximum

5 This value is defined only at the time of stirrup design


52 - 74


GT STRUDL Rectangular and Circular Concrete Cross-Section Tables

52 - 75

525 Rectangular and Circular Concrete Cross-Section Tables

New tables have been added for rectangular and circular concrete cross sections Thenew table for rectangular sections is called CONRECT and the new table for circularsections is called CONCIR These tables are added to facilitate the modeling and analysisof concrete cross sections but may not be used in the design of concrete cross sections Inorder to design concrete sections the MEMBER DIMENSION command must be used (seeSection 25 of Volume 4 of the GTSTRUDL User Reference Manual)

The profiles in the CONCIR table are shown below where the name CIRxx indicatesa circular cross section and xx is the diameter in inches Thus CIR12 is a 12 inch diametercircular cross section

CIR12 CIR24CIR14 CIR26CIR16 CIR28CIR18 CIR30CIR20 CIR32CIR22 CIR34

CIR36

The profiles in the CONRECT table are shown below where the name RECYYXZZindicates a rectangular cross section with a width of YY inches and a depth of ZZ inchesThus REC16X24 is 16 inch wide and 24 inch deep rectangular cross section

REC6X12 REC8X12 REC10X12 REC12X12 REC14X12 REC16X12














52 - 76














REC30X12 REC32X12 REC34X12 REC36X12













GT STRUDL ASD9-E Code Parameters

52 - 77

526 ASD9-E Code

A special Ninth Edition AISC allowable stress design code for W shapes has beenimplemented The code name is ASD9-E This code is based on the Ninth Edition AISCASD except the equations have been modified to include modulus of elasticity (constant E)ASD9-E is applicable to W shapes only This code is useful for structures where E andpossibly other material data must be modified to account for high temperature Parametersfor the ASD9-E Code are shown below

ASD9-E12 ASD9-E Code

The ASD9-E Code of GTSTRUDL may be used to select or check I shape cross-section The term I shapes is used to mean W S M and HP profiles This code is primarilybased on the AISC Specification for Structural Steel buildings Allowable Stress Designand Plastic Design adopted June 1 1989 The Specification is contained in the NinthEdition of the AISC Manual of Steel Construction Allowable Stress Design (72) TheASD9-E code utilizes the allowable stress design techniques of the AISC Specification Theequations of the AISC have been modified to include constant E (modulus of elasticity)ASD9-E is similar to ASD9 code but it is only applicable to I shape cross-sections

The purpose of this code is to be able to code check structures that experience hightemperature or when ever the modulus of elasticity of the steel is different than standardvalue of 29000 ksi ( 200 kNmm2) Equations in the AISC ASD specification have beensimplified by assuming the modulus of elasticity of the steel is equal to 29000 ksi ( 200kNmm2) The equations in the GTSTRUDL ASD9-E code are the original equations thatcontains the modulus of elasticity

Design criteria for the I shape cross-section are presented in Section ASD9-E4 Adetailed discussion is presented on the allowable stresses for I shape cross-section in SectionASD9-E42 The following assumptions are made throughout the ASD9-E Code




Text Box
Double click the red tag13 to view complete13 ASD9-E Manual
Joan
Note
Marked set by Joan

GT STRUDLreg


Volume 2 - ASD9-E



Rev T ii V2


V2 iii Rev T


Revision No


T 2006

V2 iv Rev T

NOTICES

GTSTRUDLreg User Manual Volume 2 - ASD9-E Steel Design Code Revision T isapplicable to Version 29 of GTSTRUDL released 2006 and subsequent versions



DISCLAIMER







Copyright copy 2006


ALL RIGHTS RESERVED


V2 v Rev T

Table of Contents

Chapter Page

NOTICES iv

DISCLAIMER iv


Table of Contents v

ASD9-E1 GTSTRUDL Steel Design ASD9-E Code 11-1ASD9-E11 Introduction 11-1ASD9-E12 ASD9-E Code 12-1

ASD9-E2 Properties Used by ASD9-E 2-1ASD9-E3 Parameters Used by ASD9-E 3-1ASD9-E4 Provisions of ASD9-E 4-1

ASD9-E41 General Nomenclature for ASD9-E 41-1ASD9-E42 ASD9-E Provisions for I shapes 42-1

Appendix A References A-1Appendix B Use of GTTABLE B-1Appendix C GTSTRUDL Tables of Steel Tables C-1

Figures

Figure ASD9-E1-1 Assumed Local Axes Direction 12-2Figure ASD9-E2-1 Local Axes for Design with ASD9-E 2-2Figure ASD9-E3-1 Computation of CB 3-10Figure ASD9-E3-2 Computation of CMY and CMZ 3-11Figure ASD9-E3-3 Local Axis Buckling 3-16Figure ASD9-E3-4 SIDESWAY Conditions 3-19Figure ASD9-E3-5 Unbraced length of the compression flange for the

TOP and BOTTOM flange 3-21Figure ASD9-E42-1 Bending Stresses for W Shapes 42-11

Tables

Table ASD9-E1-1 ASD9-E Code Parameters 12-5Table ASD9-E1-2 GTSTRUDL I shape Profile Tables for the Design based on

the ASD9-E Code 12-13Table ASD9-E1-3 Permissible Steel Grade Based on 1989 AISC ASD Ninth

Edition Specification 12-16Table ASD9-E3-1 Parameters in ASD9-E 3-2Table ASD9-E42-1 The Compactness Provision COMPACT for ASD9-E Code 42-9

V2 vi Rev T



V2 ASD9-E11 - 1 Rev T

ASD9-E1 GTSTRUDL Steel Design ASD9-E Code

ASD9-E11 Introduction

The purpose of this volume is to discuss in detail the parameters properties and thecode provisions for the GTSTRUDL steel design ASD9-E code This volume is onlyapplicable to steel design ASD9-E Code


Rev T ASD9-E11 - 2 V2


GT STRUDL ASD9-E Code



The ASD9-E Code of GTSTRUDL may be used to select or check I shape cross-section The term I shapes is used to mean W S M and HP profiles This code is primarilybased on the AISC Specification for Structural Steel buildings Allowable Stress Design andPlastic Design adopted June 1 1989 The Specification is contained in the Ninth Editionof the AISC Manual of Steel Construction Allowable Stress Design (72) The ASD9-E codeutilizes the allowable stress design techniques of the AISC Specification The equations ofthe AISC have been modified to include constant E (modulus of elasticity) ASD9-E issimilar to ASD9 code but it is only applicable to I shape cross-sections



1 The member under consideration is made of one grade of steel2 Torsional stresses are usually small when compared to axial and bending

stresses and may be neglected No checks are made for torsion Thedesigner is reminded to check the torsional stresses whenever they becomesignificant


ASD9-E Code GT STRUDL


Figure ASD9-E1-1 Assumed Local Axes Direction for Hot Rolled I Shape



Tensile or compressive axial stresses bi-axial bending shear stresses and combinedstresses are considered by ASD9-E Provisions for slender compression elements AppendixB of AISC Specification are included when necessary Parameters allowing for the changeswhich occur in structural steel at high temperatures have been included and may be invokedat the users discretion

The properties used for I shape cross-section is defined under Section ASD9-E2The parameters used by ASD9-E are discussed in detail in Table ASD9-E1-1 and SectionASD9-E3 Section ASD9-E41 defines the general nomenclature used in describing theASD9-E Code The equations used in ASD9-E to determine the acceptability of a profile aredescribed in detail for I shape cross-section in Section ASD9-E42






Table ASD9-E1-1

ASD9-E Code Parameters


CODE Required Identifies the code to be used for member checking ormember selection Specify ASD9-E for code name

TBLNAM WSHAPES9 Identifies the table of profiles to be used during selectionSee Table ASD9-E1-2 for choices

CODETOL 00 Percent variance from 10 for compliance with the provi-sions of a code The ratio of ActualAllowable must be lessthan or equal to [10 + CODETOL100]


AH 100000 Ratio of clear span between transverse stiffeners to cleardistance between flanges Used in computing allowableshear stress Default approximates infinity

ALSTRINC 00 Allowable stress increase value This parameter can beused to specify the 13 allowable stress increase for thewind or seismic loads The user specified value for thisparameter must be followed by the load list An examplefor this parameter is to specify a value of 333333 followedby a load list

Material Properties

STEELGRD A36 Identifies the grade of steel from which a member is madeSee Table ASD9-E1-3 for steel grades and their properties

FYLD Computed Yield stress of member Computed from STEELGRD if notgiven

FTS Computed Minimum tensile strength of member Computed fromSTEELGRD if not given

REDFYLD 10 Reduction factor for FYLD This factor times FYLD givesthe FY value used by the code Used to account for proper-ty changes at high temperatures

ASD9-E Code Parameters GT STRUDL


Table ASD9-E1-1 (continued)




REDFTS 10 Reduction factor for FTS Similar to REDFYLD

REDE 10 Reduction factor for E the modulus of elasticity Similar toREDFYLD

Slenderness Ratio

SLENCOMP Computed Maximum permissible slenderness ratio (KLr) for membersubjected to axial compression When no value is specifiedfor this parameter the value of 200 is used for the maxi-mum slenderness ratio

SLENTEN Computed Maximum permissible slenderness ratio (Lr) for membersubjected to axial tension When no value is specified forthis parameter 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)





KY 10 Effective length factor for buckling about the local Y axisof the profile See Sections 22 and 23 of Volume 2A forGTSTRUDL computation of effective 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 forGTSTRUDL computation of effective length factor KZ



Table ASD9-E1-1 (continued)ASD9-E Code Parameters



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 beprinted after the code check or select command output Thecolumn names attached to the start and end of the codechecked member is also printed This printed informationallows the user to inspect the automatic detection of thecolumns attached to the start and end of the designedmember A value of lsquoNOrsquo indicates that K-factor valuesand the names of the attached columns to the start and endof the designed member should not be printed

SDSWAYY YES Indicates the presence or absence of sidesway about thelocal Y axis



SDSWAYZ YES Indicates the presence or absence of sidesway about thelocal Z axis



CantiMem NO Parameter to indicate that a member or a physical memberwhich is part of a cantilever truss should be considered asa cantilever in the K-factor computation True cantilevermembers or physical members are detected automatically



GAY Computed G-factor at the start joint of the member GAY is used inthe calculation of effective length factor KY (see parameterCOMPK KY and Sections 22 and 23 of Volume 2A)






GAZ Computed G-factor at the start joint of the member GAZ is used inthe calculation of effective length factor KZ (see parameterCOMPK KZ and Sections 22 and 23 of Volume 2A)

GBY Computed G-factor at the end joint of the member GBY is used in thecalculation of effective length factor KY (see parameterCOMPK KY and Sections 22 and 23 of Volume 2A)

GBZ Computed G-factor at the end joint of the member GBZ is used in thecalculation of effective length factor KZ (see parameterCOMPK KZ and Sections 22 and 23 of Volume 2A)

Buckling Length



FRLY 10 Fractional form of the parameter LY allows unbracedlength to be specified as fractions of the total length Usedonly when LY is computed



FLTORBUK YES Indicates the consideration of flexural-torsional bucklingcheck

YES = check flexural-torsional buckling

NO = do not check flexural-torsional buckling





Flexural-Torsional Buckling (continued)


LX Computed Unbraced length for torsional buckling about the local Xaxis of the profile Computed as length of member Thisparameter is used in flexural-torsional buckling stress Fecomputations

FRLX 10 Fractional form of the parameter LX allows unbracedlength to be specified as fractions of the total length Usedonly when LX is computed

Bending Stress

CB Computed Coefficient used in computing allowable compressivebending stress (AISC ASD Ninth Ed Section F13)

UNLCF Computed Unbraced length of the compression flange Computed aslength of member In this parameter no distinction is madebetween the unbraced length for the top or bottom flangeSee UNLCFTF or UNLCFBF


UNLCFTF Computed Unbraced length of the compression flange for the topflange When no value is specified UNLCF and FRUNLCFis used for this parameter






Combined Stresses

AXEFF 00 Axial stress reduction factor indicating the amount of theaxial stress which is to be deducted from a correspondingbending stress acting in the opposite direction

CMY Computed Coefficient which modifies Y axis bending stress in interac-tion equation (AISC ASD Ninth Ed Section H1)

CMZ Computed Coefficient which modifies Z axis bending stress in interac-tion equation (AISC ASD Ninth Ed Section H1)

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

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









PrintStr NO Parameter to request to print the section stress values forallowable stress design codes The default output fromCHECK or SELECT command prints the section forcevalues A value of lsquoYESrsquo for this parameter indicates thatthe section stress values should be printed instead of defaultsection forces

TRACE 40 Flag indication when checks of code provisions should beoutput during design or code checking See Section 72 ofVolume 2A for explanation

1 = never

2 = on failure

3 = all checks


VALUES 10 Flag indication if parameter or property values are to beoutput when retrieved See Section 72 of Volume 2A forexplanation

1 = no output









Table ASD9-E1-2

GTSTRUDL I shape Profile Tables for theDesign based on the ASD9-E Code

(I shapes Universal Beams Universal Columns Joists Piles etc)

Table Name Reference

AISC Tables (American Institute of Steel Construction)

W-LRFD3 W shapes from 1999 AISC LRFD Third Edition (96)

MSHPL3 M S and HP shape profiles from 1999 AISC LRFD Third Edition (96)

WSHAPES9 W shapes from 1989 AISC ASD Ninth Edition (72)

MSHP9 M S and HP shapes from 1989 AISC ASD Ninth Edition (72)

WBEAM9 W shapes commonly used as beams from 1989 AISC ASD Ninth Edition(72)

WCOLUMN9 W shapes commonly used as columns from 1989 AISC ASD NinthEdition (72)

WSHAPESM W shape from AISC Metric ldquoWSHAPESrdquo table (83)

MSHPM M S and HP shape profiles from AISC Metric ldquoM SHAPES SSHAPES and HP SHAPESrdquo table (83)

WBEAMM W shape profiles commonly used as beams from AISC MetricldquoWSHAPESrdquo table (83)

WCOLUMNM W shape profiles commonly used as columns from AISC MetricldquoWSHAPESrdquo table (83)

STEELW78 W shapes from 1978 AISC ASD Eighth Edition (33)

HPSM HP S and M shapes from 1978 AISC ASD Eighth Edition (33)

W78BEAM W shapes commonly used as beams from 1978 AISC ASD EighthEdition (33)

W78COLUM W shapes commonly used as columns from 1978 AISC ASD EighthEdition (33)

STEELW W shapes from 1969 AISC ASD Seventh Edition (16)

WCOLUMN W shapes commonly used as columns from 1969 AISC ASD SeventhEdition (16)

See design code for applicable cross-sections See Appendix C of Volume 2A for Table description and profile names Also see Appendix C of Volume 2A for additional Table names







Brazilian Standard Tables NBR 5884 2000

CS I shapes from Brazilian Standard ABNT NBR 58842000

CVS I shapes from Brazilian Standard ABNT NBR 58842000

VS I shapes from Brazilian Standard ABNT NBR 58842000

British Standard Tables BS 5950

UNIBEAMS British Universal Beam profiles from 1996 BS 5950 Section Properties4th Edition (82)

UNICOL British Universal Column profiles from 1996 BS 5950 Section Properties4th Edition (82)

JOISTS British Joist profiles from 1996 BS 5950 Section Properties 4th Edition(82)

UBPILES I shape profiles from British ldquoUNIVERSAL BEARING PILESrdquo table(82)

European Tables

HEA H shaped (HE-A) profiles from Breite I-Traumlger Reihe HE-A Theprofiles are from STAHLBAU-PROFILE 21 neu bearbeitete underweiterte Auflage uumlberarbeiteter Nachdruck 1997

HEB H shaped (HE-B) profiles from Breite I-Traumlger Reihe HE-B Theprofiles are from STAHLBAU-PROFILE 21 neu bearbeitete underweiterte Auflage uumlberarbeiteter Nachdruck 1997

HEM H shaped (HE-M) profiles from Breite I-Traumlger Reihe HE-M Theprofiles are from STAHLBAU-PROFILE 21 neu bearbeitete underweiterte Auflage uumlberarbeiteter Nachdruck 1997





GTSTRUDL I shape Profile Tables for the Design based on the ASD9-E Code



European Tables (Continued)

IPE I shaped (IPE) profiles from Mittelbreite I-Traumlger IPE-Reihe Theprofiles are from STAHLBAU-PROFILE 21 neu bearbeitete underweiterte Auflage uumlberarbeiteter Nachdruck 1997

EUROPEAN This table contains profiles from IPE HEA HEB and HEM tables

Indian Standard Tables from IS8081989

ISBEAMS I shape beam sections (medium flange beams junior and light weightbeams) from Tables 21 and 22 of the Indian Standard IS 8081989DIMENSIONS FOR HOT ROLLED STEEL BEAM COLUMNCHANNEL AND ANGLE SECTIONS Third Revision (93)

ISCOLUMN I shape columnheavy weight beam sections (column and heavy weightbeams) from Table 31 of the Indian Standard IS 8081989DIMENSIONS FOR HOT ROLLED STEEL BEAM COLUMNCHANNEL AND ANGLE SECTIONS Third Revision (93)




Table ASD9-E1-3

Permissible Steel Grade Based on 1989 AISC ASD NinthEdition Specification


Steel GradeASTM

Designation



1 2 3 4 5

A36 3658

3658

3658

3658

3658

A529 4260

NA NA NA NA

A441 5070

5070

4667

4263

4263

A572-G42 4260

4260

4260

4260

4260

A572-G50 5065

5065

5065

5065

5065

A572-G60 6075

6075

NA NA NA

A572-G65 6580

NA NA NA NA

A242 5070

5070

4667

4263

4263

A588 5070

5070

5070

5070

5070

NA indicates that shapes in the corresponding group are not produced for that grade of steel GTSTRUDL assumes Fy andFts to be zero in such cases and will not select profiles for these combinations of group number and steel grade Yieldstrengths (Fy) and minimum tensile strengths (Fts) were obtained from the summary of ASTM specifications included inthe 1989 AISC ASD Ninth Edition specification

GT STRUDL Properties Used by ASD9-E


ASD9-E2 Properties Used by ASD9-E

This section describes the profile properties used by the ASD9-E Code The tablessupplied with GTSTRUDL contain these properties required for design in addition to theproperties required for analysis New tables created by the user should include the sameproperties if the ASD9-E Code is to be used The orientation of the principal axes (Z and Y)for each shape is shown in Figure ASD9-E2-1

Properties Used by ASD9-E GT STRUDL


Figure ASD9-E2-1 Local Axes for Design with ASD9-E



I Shapes


AX = the cross-sectional area

AY = the Y axis shear area computed as the profile depth times theweb thickness

AZ = the Z axis shear area computed as 23 of the total flange area

IX = the torsional moment of inertia

IY = the moment of inertia about the Y axis

IZ = the moment of inertia about the Z axis

RY = the radius of gyration about the Y axis

RZ = the radius of gyration about the Z axis

RT = the radius of gyration for the flange and 13 of the compressionweb area about an axis in the plane of the web for these shapes13 of the compression web area is 16 of the total web area

SY = the section modulus about the Y axis

SZ = the section modulus about the Z axis

FLTK = the flange thickness

WBTK = the web thickness

YD = the profile depth

YC = the positive Y direction distance from the Z axis to the extremefiber along the Y axis (half of the profile depth)

ZD = the flange width

ZC = the positive Z direction distance from the Y axis to the extremefiber along the Z axis (half of the flange width)



INTYD = the clear depth of the web computed as the profile depth minustwice the flange thickness

BF2TF = the bt ratio of the flange computed as frac12 the flange widthdivided by the flange thickness

DTW = the profile depth divided by the web thickness

YDAFL = the profile depth over the area of one flange

EY = distance from centroid to shear center parallel to the Y axis

EZ = distance from centroid to shear center parallel to the Z axis

CW = the warping constant

ND = the nominal depth

WEIGHT = the weight per unit length

GRPNUM = the profile group number taken from Table 1 and 2 of the AISCASD Manual of Steel Construction Ninth Edition (72)

SHAPE = a number that indicates the profile shape

= 10 W shapes

= 11 S shapes

= 12 HP shapes

= 13 M shapes

GT STRUDL Parameters Used by ASD9-E


ASD9-E3 Parameters Used by ASD9-E

The parameters used by ASD9-E may be grouped into three general categories

1 System parameters The system parameters are used to monitor the SELECT andCHECK Command results

2 Control parameters Control parameters decide which provisions are to be checkedand specify comparison tolerances

3 Code parameters Code parameters are used to specify information and coefficientsdirectly referenced in the code

With the notable exception of CODETOL parameters of the second group are seldom usedA knowledge of the system and control parameters allows the user greater flexibility whenusing the ASD9-E code The vast majority of parameters fall into the code category and havea direct bearing on ASD9-E and the results it produces

For the categories described above the parameters used by ASD9-E are presentedbelow and are summarized in Table ASD9-E3-1 The control parameters are discussed firstfollowed by the code parameters

Parameters Used by ASD9-E GT STRUDL


Table ASD9-E3-1

Parameters in ASD9-E


AH 100000 Real value

ALSTRINC 00 Real value

AXEFF 00 Real value

CantiMem NO YES

CB Computed Real value

CMY Computed Real value

CMZ Computed Real value

CODE Required ASD9-E

CODETOL 00 Percent Tolerance

COMPK NO YES KY KZ

FLTORBUK YES NO





FTS Computed Real value in active units

FXMIN 05 lbs Real value in active units

FYLD Computed Real value in active units

FYMIN 05 lbs Real value in active units

FZMIN 05 lbs Real value in active units

GAY Computed Real value

GAZ Computed Real value

GBY Computed Real value

GBZ Computed Real value

KX 10 Real value

KY 10 Real value


1A complete parameter description is given in the Section 72


Table ASD9-E3-1 (Continued)



KZ 10 Real value

LX Member Length Real value in active units

LY Member Length Real value in active units

LZ Member Length Real value in active units

MYMIN 200 in-lbs Real value in active units

MZMIN 200 in-lbs Real value in active units

PF 10 Fraction of area

Print-K YES NO

PrintStr NO YES

REDE 10 Reduction factor for E

REDFTS 10 Reduction factor for FTS

REDFYLD 10 Reduction factor for FYLD

SDSWAYY YES NO

SDSWAYZ YES NO

SLENCOMP 2000 Real value

SLENTEN 3000 Real value

STEELGRD A36 Table ASD9-E1-3

SUMMARY1 NO YES

TBLNAM WSHAPES9 Table ASD9-E1-2

TRACE1 4 1 2 3

UNLCF Member Length Real value in active units

UNLCFBF Member Length Real value in active units

UNLCFTF Member Length Real value in active units

VALUES1 1 2 3 4



System Parameters

PrintStr NO YES

Parameter to request to print the section stress values for allowable stressdesign codes This parameter is applicable to the steel design CHECK and SELECTcommands The default output from CHECK or SELECT command prints thesection force values A value of lsquoYESrsquo for this parameter indicates that the sectionstress values should be printed instead of default section forces

SUMMARY NO YES

Unlike the preceding parameters SUMMARY does not directly produceoutput during a SELECT or CHECK command Instead SUMMARY invokes abookkeeping system which monitors and records provision and parameter valuesused at each section and loading for which the member is to be designed or checkedThe two options for SUMMARY are NO or YES With the default of NO thebookkeeping system is bypassed and no data are stored When YES is specified allprovisions and parameters in the code ldquoSummary Descriptionrdquo (Section 29 and2105 of Volume 2A) are recorded Information recorded during a SELECT orCHECK can be output using the SUMMARIZE command of Section 29 of Volume2A By using SUMMARY the user is able to selectively output the same dataavailable through TRACE and VALUES at any time after the data has been recorded

TRACE 1 2 3 4


1 - no provisions are output



4 - outputs the two largest values of actualallowable ratios computed

Whenever 2 or 3 as selected a heading indicating the case for which theprovision is being evaluated is output before the provision values are listed Thisheading identifies the member the profile and table being used the code and itsinternal units the loading and section location being considered and the forces actingon the member for that section and loading For each provision at that section andloading the allowable and actual values and the actualallowable ratio are outputFigure 72-1 of Volume 2A illustrates the information output by a TRACE value of3 For a TRACE value of 2 only those provisions for which the actual exceeded theallowable are output The order in which provisions are output depends on the code



being used and on the forces acting at the particular section and loading When novalue is specified for the parameter TRACE the default value of 4 is assumed Thedefault output generated for the SELECT or the CHECK command shows themember name the code name the profile name the table name the loadingconditions and the section locations where the two largest actualallowable valuesoccur the provision names corresponding to the two largest actualallowable valuesthe two largest values of actualallowable ratios computed and the internal membersection forces at the section with the largest actualallowable ratio

VALUES 1 2 3 4

VALUES allows for the inspection of the parameters andor properties valuesused with SELECTing or CHECKing a member Each time a parameter or propertyis retrieved for use by the code or selection procedure its name and values are outputThe four options for VALUES are








Control Parameters




FXMIN 05 lbs Alternate value in active units


FYMIN 05 lbs Alternate value in active units




FZMIN 05 lbs Alternate value in active units


MYMIN 20 in-lbs Alternate value in active units


MZMIN 20 in-lbs Alternate value in active units





Code Parameters

AH 100000 Actual ah ratio

This parameter is used to specify the ah ratio of a beam where a is theclear distance between transverse stiffeners and h is the clear distance between theflanges The default value of 100000 for parameter AH was chosen to represent thecase of no stiffeners An alternate ah ratio may be specified

ALSTRINC 00 Alternate value

This parameter can be used to specify the 13 allowable stress increase valuepermitted by the Section A52 of the AISC ASD Ninth Edition for the wind orseismic loading acting alone or in combination with the design dead and live loadsThis parameter is based on the load names this means that the user specified valuefor this parameter must be followed by load list An example for this parameter isto specify a value of 33333 followed by load list The load list may contain windseismic andor load combinations containing wind or seismic loads


AXEFF is the fraction of the axial stress which is deducted from bendingstress in the opposite direction This is done when combined tensile bending stressis checked for a member in axial compression or when combined compressivebending stress is checked for a member in axial tension

CantiMem NO YES





CB is the coefficient Cb used in Section F13 of the 1989 AISC ASD NinthEdition Specification (72) This coefficient increases the allowable compressivebending stress when a moment gradient exists over the unbraced length of thecompression flange When computing the default value of CB the compressionflange is assumed to be laterally supported (ie braced) only at the member endsUsing the formula below CB is computed with M1 being the smaller member endmoment and M2 being the larger member end moment

CB = 175 + 105 (M1M2) + 03 (M1M2)2 lt 23

The sign of M1M2 is positive for reverse curvature bending and negative forsingle curvature bending If the bending moment at each section under considerationexceeds both member end moments CB is taken as unity Only the sectionsidentified by the user are considered See the SELECT and CHECK commandsSection 26 and 28 of Volume 2A for a discussion of which sections are consideredIn cases where the actual unbraced length is less than the member length or whenmultiple inflection points are present in the moment diagram the user should specifya value for CB A value of 10 is always conservative and may be used in either ofthe preceding cases Figure ASD9-E3-1 illustrates the computation of CB


CMY is the moment reduction factor used in Equation H1-1 of the 1989AISC ASD Ninth Edition Specification (72) for Y axis bending Computation of thedefault value for CMY is shown in Figure ASD9-E3-2 A member is considered tobe restrained unless a FORCE Z or MOMENT Y release is specified for one or bothends of the member If a member load causes Y axis bending the member is consid-ered to be transversely loaded Examples of such loadings would include MEMBERLOAD Z direction forces and Y axis moments or MEMBER DISTORTION dis-placements in the Z direction and rotations about the Y axis Member loads whichare described as GLOBAL or PROJECTED are rotated into the members local axisdirections before they are examined



Figure ASD9-E3-1 Computation of CB



Figure ASD9-E3-2 Computation of CMY and CMZ




CMZ is the moment reduction factor used in Equation H1-1 of the 1989 AISCASD Ninth Edition Specification (72) for Z axis bending Computation of thedefault value for CMZ is shown in Figure ASD9-E3-2 A member is considered tobe restrained unless a FORCE Y or MOMENT Z release is specified for one or bothends of the member If a member load causes Z axis bending the member isconsidered to be transversely loaded Examples of such loadings would includeMEMBER LOAD Y direction forces and Z axis moments or MEMBERDISTORTION displacements in the Y direction and rotations about the Z axisMember loads which are applied as GLOBAL or PROJECTED are rotated into themembers local axis directions before they are examined

CODE Required

The CODE parameter indicates the Code procedure which should be used fordesigning or checking a member A value of ASD9-E must be specified for thisparameter to check Code based on 1989 AISC ASD Ninth Edition ASD9-E designor Code check is based on the AISC ASD Specification for Structural SteelAllowable Stress Design and Plastic Design adopted June 1 1989 Thespecification is contained in the Ninth Edition of the AISC ASD Manual of SteelConstruction (72)

COMPK NO YES KY KZ


The value of YES indicates that the values of KY and KZ are to be computedby GTSTRUDL in the member selection and code check procedures (SELECT orCHECK command) If the value of COMPK is equal to NO the values of KY andKZ are taken as either specified by the user or as 10 by default




FLTORBUK YES NO

Flexural-torsional buckling of symmetric and unsymmetric shapes is a failuremode that can be considered in the design of compression members A value of YESfor parameter FLTORBUK initiates the effective slenderness ratio computation basedon the flexural-torsional buckling failure (Chapter E Section E3 and Commentaryfor Chapter E Section E3 of 1989 AISC ASD Ninth Edition) If the computation ofthe effective slenderness ratio based on the flexural-torsional buckling failure is notdesired a value of NO should be specified for the parameter FLTORBUK









FTS Computed Alternate value in active units

The minimum tensile strength of a member may be specified via FTS WhenFTS is specified the STEELGRD and profile GRPNUM are not considered and thevalue of FTS remains constant for the member



FYLD Computed Alternate value in active units

FYLD may be used to specify the yield strength of a member rather thanhaving it computed from STEELGRD and GRPNUM When FYLD is specified fora member its value remains constant irrespective of profile size under considerationThe value of STEELGRD is not considered for such members even if it wasspecified














KY is the effective length factor used for buckling about the local member Yaxis (Figure ASD9-E3-3) and its value is determined according to the followingprovisions


(2) KY is computed if the value of COMPK is equal to YES Refer to Section22 of Volume 2A for more discussion and an example of the effective lengthfactor computation


KZ is the effective length factor used for buckling about the local member Zaxis (Figure ASD9-E3-3) and its value is determined according to the followingprovisions


(2) KZ is computed if the value of COMPK is equal to YES Refer to Section22 of Volume 2A for more discussion and an example of effective lengthfactor computation


LX is the distance between torsional buckling restraints This parameter isused in the computation of flexural-torsional buckling The default is computed asthe effective member length times the value of the FRLX parameter See the LYparameter below for a description of the effective length An alternate value in theactive units may be specified by the user



Figure ASD9-E3-3 Local Axis Buckling




LY specifies the unbraced length for buckling about the Y axis as shown inFigure ASD9-E3-3 The default is computed as the effective member length timesthe value of the FRLY parameter The effective length of a member is the joint-to-joint distance unless eccentricities andor end joint sizes are given Wheneccentricities are given the eccentric start-to-end length of the member is used Forend joint sizes the end joint size at both ends is subtracted from the effective lengthwhich would have been used LY may be specified larger or smaller than themembers effective length and no comparisons are made between the two SeeSection 218 of Volume 1 for a discussion of member eccentricities and end jointsizes


LZ specifies the unbraced length for buckling about the Z axis as shown inFigure ASD9-E3-3 The default is computed as the effective member length timesthe value of the FRLZ parameter See the LY parameter above for a description ofthe effective length



Print-K YES NO





The modulus of elasticity for a member is multiplied by this factor before usein the design equations of the ASD9-E Code The value of E specified in theCONSTANTS command is not altered when used in analysis commands


REDFTS allows a user to account for changes in the minimum tensilestrength FTS of a member such as those which occur at high temperaturesREDFTS is multiplied by FTS to give the value used for minimum tensile strength


The parameter REDFYLD is a reduction factor for the yield strength FYLDof a member This parameter is intended to reflect the change in yield strength whichoccurs at higher temperatures An alternate use for REDFYLD would be to introducean additional factor of safety into the design equations The yield strength used in theprovision is equal to REDFYLD multiplied by FYLD (REDFYLD times FYLD)

SDSWAYY YES NO

SDSWAYY indicates the presence of sidesway about the Y axis of themember A value of YES indicates that sidesway is permitted this is often referredto as an unbraced frame For braced frames in which sidesway is prevented a valueof NO should be specified Figure ASD9-E3-4 illustrates the direction of swayrelative to the column orientation

SDSWAYZ YES NO

SDSWAYZ indicates the presence of sidesway about the Z axis of themember A value of YES indicates that sidesway is permitted this is often referredto as an unbraced frame For braced frames in which sidesway is prevented a valueof NO should be specified Figure ASD9-E3-4 illustrates the direction of swayrelative to the column orientation


SLENCOMP is the maximum permissible slenderness ratio (Klr) for amember subjected to the axial compression The default is computed as a value of2000 for compression members An alternate value may be specified by the user



Figure ASD9-E3-4 SIDESWAY Conditions




SLENTEN is the maximum permissible slenderness ratio (Klr) for membersubjected to the axial tension The default is computed as a value of 3000 fortension members An alternate value maybe specified by the user

STEELGRD A36 Value from Table ASD9-E1-3

STEELGRD specifies the grade of steel from which a member is to bemadeUsing the value of STEELGRD and the group number (the propertyGRPNUM) of the profile the yield strength (FYLD) and the minimum tensilestrength (FTS) can be correctly determined This is particularly important for thehigher strength steels since the yield strength and the tensile strength decrease for thehigher group numbers as shown in Table ASD9-E1-3




UNLCFBF specifies the unbraced length of the compression flange for thebottom flange which is used in computing the allowable bending stress of a memberBottom flange is defined as the flange in the local negative Y axis direction of a crosssection as shown in Figure ASD9-E3-5 UNLCFBF is used when negative strongaxis bending (negative MZ) is acting on the member which causes compression onthe bottom flange The maximum distance between points of adequate lateralsupport for the bottom compression flange should be used When an alternate valuefor this parameter has not been specified the value for the parameter UNLCF is usedSee parameter UNLCF for the default treatment of the parameter UNLCFBF



Figure ASD9-E3-5 Unbraced length of the compression flange for the TOP andBOTTOM flange




UNLCFTF specifies the unbraced length of the compression flange for the topflange which is used in computing the allowable bending stress of a member Topflange is defined as the flange in the local positive Y axis direction of a cross sectionas shown in Figure ASD9-E3-5 UNLCFTF is used when positive strong axisbending (positive MZ) is acting on the member which causes compression on the topflange The maximum distance between points of adequate lateral support for the topcompression flange should be used When an alternate value for this parameter hasnot been specified the value for the parameter UNLCF is used See parameterUNLCFF for the default treatment of the parameter UNLCFTF

GT STRUDL Provisions of ASD9-E


ASD9-E4 Provisions of ASD9-E

This section presents the equations used in ASD9-E to determine the acceptabilityof a profile The equations have been divided into provisions where each provisionrepresents a comparison which may be output with the TRACE parameter andor stored withthe SUMMARY parameter Provision names used in SUMMARY and TRACE output aregiven followed by the equations used in the particular provision Each provision isaccompanied by a brief description of the check being made and the section of the AISCSpecification on which it is based Conditions which decide if a provision is to be checkedor not are described before each provision Symbols parameters and properties used in theprovisions have been described in the preceding sections

A special provision NOTUSE is used to indicate that no profile is available for thedesired grade of steel (STEELGRD) which is large enough to carry the forces acting on themember Combinations of the parameter STEELGRD and the property GRPNUM showingNA in Table ASD9-E1-3 will cause this provision to be used When this condition occursno other provisions are checked for the member

Provisions of ASD9-E GT STRUDL



GT STRUDL General Nomenclature for ASD9-E


ASD9-E41 General Nomenclature for ASD9-E

This section defines the symbols used in describing the provisions of the ASD9-ECode To minimize confusion the notation of the AISC Specification is used wheneverpossible Symbols that are determined from parameters are identified in this section Whenappropriate the units of a symbol are shown after its definition

a = Clear distance between transverse stiffeners (in)Af = Area of flange (in2)AH = ah = Clear distance between transverse stiffeners over

clear distance between flange (see parameterAH)

AX = A = The cross-sectional area (in2)AXEFF = The fraction of the axial stress which is deducted

from the bending stress in the opposite direction(see parameter AXEFF)

AY = The cross-sectional shear area in Y direction(in2)

AZ = The cross-sectional shear area in Z direction (in2)b = The width of stiffened or unstiffened compression

element (in)be = The effective width of stiffened compression

element (in)bf = ZD = Flange width (in)

= BF2TF = Flange width to flange thickness ratio (see sectionproperty BF2TF)

BF2TF = bt = Section properties (see Section ASD9-E2)CB = Cb = Bending coefficient dependent on moment

gradient (see the parameter CB)

Cc = Column slenderness ratio equal to

CMYCMZ = Cmy Cmz = Coefficients applied to bending terms in inter-action formula (see the parameters CMY andCMZ respectively)

General Nomenclature for ASD9-E GT STRUDL


Cv = The ratio of critical web stress according to the linearbuckling theory to the shear yield stress of webmaterial

CW = Cw = Warping constant (in6)d = YD = The depth profile (in)dAf = YDAFL

= The depth of profile divided by the area of flange (in-1)(see section property YDAFL)

DTW = htw = Section properties (see Section ASD9-E2)E = The modulus of elasticity of steel ((ksi) see the

parameter REDE (E = REDEtimes(the analysis constantE)))

= The value of the parameter CODETOL divided by100

fa = The actual axial compressive stress (ksi)Fa = The allowable axial compressive stress (ksi)fbcy = The actual compressive bending stress about member

Y axis (ksi)Fbcy = The allowable compressive bending stress about

member Y axis (ksi)fbcz = The actual compressive bending stress about member

Z axis (ksi)Fbcz = The allowable compressive bending stress about

member Z axis (ksi)fbty = The actual tensile bending stress about member Y axis

(ksi)Fbty = The allowable tensile bending stress about member Y

axis (ksi)fbtz = The actual tensile bending stress about member Z axis

(ksi)Fbtz = The allowable tensile bending stress about member Z

axis (ksi)Fe = Flexural-torsional elastic buckling stress (ksi)Fex = Elastic torsional buckling stress about the member X

axis (ksi)Fey = Elastic flexural buckling stress about the member Y

axis (ksi)Fez = Elastic flexural buckling stress about the member Z

axis (ksi)



=

FLTK = tf = The flange thickness (in)ft = The actual tensile stress (ksi)Ft = The allowable tensile stress in the absence of bending

moment (ksi)FTS = Fu = The minimum tensile strength of the steel (ksi) (see the

parameters FTS and REDFTS)Fu = FTS = The minimum tensile strength of the steel (ksi) (see

parameter FTS and REDFTS)fv = The actual shear stress (ksi)Fv = The allowable shear stress (ksi)FX = The axial load (kip) (positive represents a tensile load

negative represents a compressive load)FXMIN = The smallest magnitude axial force which will be

considered by the code see the parameter FXMIN(ksi)

FY = The shear force in member Y direction (kip)FYLD = Fy = The yield strength of steel (ksi) (see the parameters

FYLD and REDFYLD)FYMIN = The smallest magnitude shear force in the member Y

direction which will be considered by the code (kip)(see the parameter FYMIN)

FZ = The shear force in member Z direction (kip)FZMIN = The smallest magnitude shear force in the member Z

direction which will be considered by the code (kip)see the parameter FZMIN

G = The shear modulus of steel (ksi) (see the parameterREDE (G = REDEtimes(the analysis constant G)))

h = INTYD= Clear distance between flanges of I shaped sections

(in)INTYD = h = Section properties (see section ASD9-E2)IX = J = Torsional constant (in4)IY = Moment of inertia about the member Y axis (in4)



IZ = Moment of inertia about the member Z axis (in4)J = IX = Torsional constant (in4)kc = Compression element restraint coefficientKLr = Klr = The controlling slenderness ratiokv = Shear buckling coefficientKX = Kx = Effective length factor for torsional bucklingKY = Ky = The effective length factor about the member Y axis

(see the parameter KY)KZ = Kz = The effective length factor about the member Z axis

(see the parameter KZ)lb = Lb = The actual unbraced length of the compression flange

to prevent against twist or lateral displacement (seeparameter UNLCF and FRUNLCF)

Lc = Maximum unbraced length of the compression flange(in)

LX = Lx = Unbraced length for torsional buckling about themember X axis (in)

LY = Ly = The actual unbraced length about the member Y axis(in) (see the parameter LY and FRLY)

LZ = Lz = The actual unbraced length about the member Z axis(in) (see the parameters LZ and FRLZ)

MY = The actual moment about the member Y axis (kip-in)MYMIN = The smallest magnitude member Y axis moment which

will be considered by the code (in-kip) (see the param-eter MYMIN)

MZ = The actual moment about the member Z axis (kip-in)MZMIN = The smallest magnitude member Z axis moment which

will be considered by the code (in-kip) (see the param-eter MZMIN)

B = The constant pi value of 31415927 is used herePF = Factor to compute the net area for members subject to

axial tensionQa = The ratio of effective profile to its actual areaQs = The stress reduction factor for unstiffened compression

elementsRT = rT = Section properties (see section ASD9-E2)RY = ry = The radius of gyration about the member Y axis (in)RZ = rz = The radius of gyration about the member Z axis (in)SLENTEN = Maximum permissible slenderness ratio (KLr) for




SLENCOMP = Maximum permissible slenderness ratio (KLr) formember subjected to axial compression Default valueis 200

SY = The section modulus about the member Y axis (in3)SZ = The section modulus about the member Z axis (in3)t = The thickness of stiffened or unstiffened compression

element thickness of a table member (in)tf = FLTK = Flange thickness (in)tw = WBTK = Web thickness (in)UNLCFBF = The unbraced length of the compression flange for the

bottom flange (see parameter UNLCFBF)UNLCF = Lb lb = The unbraced length of the compression flange to

prevent twist or lateral displacement (in) (see theparameter UNLCF and FRUNLCF)

UNLCFTF = The unbraced length of the compression flange for thetop flange (see parameter UNLCFTF)

WBTK = tw = The web thickness (in)YDAFL = dAf = Section properties (see section ASD9-E2)YD = d = The profile depth (in)ZC = The positive member Z direction distance from the

member Y axis to the extreme fiber along the memberZ axis (in)

ZD = bf = Section properties (see section ASD9-E2)




GT STRUDL ASD9-E Provisions for I shapes


ASD9-E42 ASD9-E Provisions for I shapes


For I shapes subjected to axial tension ie FX is positive and FX $ FXMINthe following provisions are checked

Lr (Maximum slenderness ratio Lr AISC ASD Ninth Ed Section B7)

Actual lr =

Allowable Lr = SLENTEN default value is 300

D1 GROSS (Tension stress for gross area AISC ASD Ninth Ed Section D1)

Actual ft =

Allowable Ft = 06 Fy

D1 NET (Tension stress for net area AISC ASD Ninth Ed Section D1)

Actual ft =

Allowable Ft = 05 Fu

ASD9-E Provisions for I shapes GT STRUDL




KLr (Maximum slenderness ratio Klr AISC ASD Ninth Ed Section B7)

Actual Klr =

Allowable KLr = SLENCOMP default value is 200

B51UNST (bt for unstiffened elements AISC ASD Ninth Ed Table B51)

Actual bt =

Allowable bt = (based on non-compact section)

If Qs is computed as provided for in Appendix Bof the AISC ASD Ninth Ed Specification(72) A discussion of how Qs is computed foraxial compression is shown in provision QS-COMP at the end of this section

Otherwise Qs = 10



B51STIF (bt for stiffened elements supported along two edges AISC ASDNinth Ed Table B51)

Actual htw =

Allowable htw =

If Qa is computed as provided for in Appendix Bof the AISC ASD Ninth Ed Specification(72) A discussion of how Qa is computed foraxial compression is shown in provision QA-COMP at the end of this section

Otherwise Qa = 10

C-E2-2 (Computation of effective slenderness ratio AISC ASD

Ninth Ed Section E3 Commentary Section E3)

When parameter FLTORBUK = YES and CW warping constant is greaterthen 00

ASD Eq C-E2-2

Where

E = modulus of elasticity

Fe = flexural-torsional elastic buckling stress (see Provision FE-FTEBS)

Note Provision C-E2-2 created for completeness The computed value for theASD Equation C-E2-2 may be printed by the SUMMARIZE command



FE-FTEBS (Computation of flexural-torsional elastic buckling stress Fe fordoubly symmetric shapes AISC ASD Ninth Ed Section E3 Com-mentary Section E3 and AISC LRFD First Ed Appendix E)

When parameter FLTORBUK = YES and CW warping constant is greaterthan 00

LRFD Eq A-E3-5

Where

CW = warping constantE = modulus of elasticityG = shear modulusJ = torsional constant (property IX)IY = moment of inertia about the member Y axisIZ = moment of inertia about the member Z axisKX = effective length factor for torsional buckling (parameter KX)LX = unbraced length for torsional buckling about the member X axis

(parameter LX)

Note Provision FE-FTEBS created for the completeness The computed value forthe LRFD Equation A-E3-5 may be printed by the SUMMARIZE command

E2-1 (Compression check AISC ASD Ninth Ed Section E2 Eq E2-1Appendix B Eq A-B5-11)

When Klr lt CNc =



Actual fa =

Where

Allowable Fa =

ASD Eq E2-1ASD Eq A-B5-11

Where

Klr =

Q = Qs Qa

E2-2 (Compression check AISC ASD Ninth Ed Section E2 Eq E2-2)

When Klr $ CNc = or

Klr gt 2000 (see Section B7)

Actual fa =

Allowable Fa =



Where

Klr =

Q = Qs Qa



Compactness - I shapes

For I shapes subjected to strong or weak axis bending (Z or Y axis bending)ie MY $ MYMIN or MZ $ MZMIN the following provisions are checked

B51 BT (Flange bt AISC ASD Ninth Ed Table B51)

Actual bt =

Allowable bt =

If the flange is noncompact

B51DTA (Web dt AISC ASD Ninth Ed Table B51)

This provision is checked if

Actual dtw = DTW

Allowable dtw =

Where

fa =

If the web is noncompact



B51DTB (Web dt AISC ASD Ninth Ed Table B51)


Actual dtw = DTW

Allowable dtw =

Where

fa =


F1-2 (The laterally unsupported length of the compression flange AISC ASDNinth Ed Section F11 Eq F1-2)

If MZ $ 00

Actual Lb = UNLCFTF

If MZ lt 00

Actual Lb = UNLCFBF

Allowable Lc =

ASD Eq F1-2

If the laterally unsupported length check failed



COMPACT (Compactness AISC ASD Ninth Ed Chapter F and Table B51)

The COMPACT provision is used to summarize the results of the precedingprovisions The allowable value for COMPACT is always 10 The actual value forCOMPACT indicates which of the compactness provisions failed if any An actual valueof 00 indicates that all provisions passed Non-zero values in Table ASD9-E42-1 indicatewhich provision failed If more than one provision failed COMPACT is equal to the sumof their values

COMPACT and the provisions it summarizes determine how allowable bendingstresses are computed However failure of one or more provisions does not make the profileunder consideration unsatisfactory

Table ASD9-E42-1

The Compactness Provision COMPACT for ASD9-E Code

Value of COMPACT Meaning to the profile

0 Compact Section

1 Fail bt ratio

4 Fail dtw ratio

8 Fail unsupported length check




For I shapes subjected to strong axis bending (Z axis bending) ie MZ $MZMIN the following provisions are checked for the compression and tensionflange Figures ASD9-E42-1 (a) and (b) illustrate member Z axis bending stresses

F1-1 C Z and F1-1 T Z (Allowable compressive and tensile bending stress forcompact profile AISC ASD Ninth Ed Section F11Eq F1-1)

If COMPACT = 0

Fy 650 ksi

Actual fbcz = fbtz =

Allowable Fbcz = Fbtz = 066 Fy ASD Eq F1-1

F1-3 C Z and F1-3 T Z (Allowable compressive and tensile bending stress fornoncompact flanges profile AISC ASD Ninth EdSection F12 Eq F1-3)

For I shape with noncompact flanges ie COMPACT = 1 but the followingrequirements are met

Fy 650 ksi



Figure ASD9-E42-1 Bending Stresses for W Shapes




ASD Eq F1-3

F1-5 C Z (Allowable compressive bending stress for noncompact profileAISC ASD Ninth Ed Section F12 Eq F1-5)

If MZ $ 00 then Lb = UNLCFTF

If MZ lt 00 then Lb = UNLCFBF

Allowable Fbcz = 06 Fy (Qs) ASD Eq F1-5

F1-5 T Z (Allowable tensile bending stress for compact noncompact orprofile with unbraced length greater than Lc AISC ASD Ninth EdSection F13 Eq F1-5)

Fy gt 650



Allowable Fbtz = 06 Fy ASD Eq F1-5

F13 C Z F1-6 C Z F1-7 C Z or F1-8 C Z (Allowable compressive bendingstress for compact or noncompact profile with unbraced length ofcompression flange greater than Lc AISC ASD Ninth Ed Section F13Eq F1-6 F1-7 and F1-8)

If MZ $ 00Lb = UNLCFTF

If MZ lt 00Lb = UNLCFBF

Following Eq F1-2 should be satisfied

ASD Eq F1-2

When

ASD Eq F1-6



When

ASD Eq F1-7

For any value of LbrT

ASD Eq F1-8

The controlling Allowable Fbcz = Max [(Eq F1-6 or Eq F1-7) Eq F1-8]ASD Section F13




For I shapes subjected to weak axis bending (Y axis bending) ie MY $MYMIN the following provisions are checked for the compression and tension sideFigure ASD9-E42-1 (c) and (d) illustrate Y axis bending stresses

F2-1 C Y and F2-1 T Y (Allowable compressive and tensile bending stress forcompact or compact flanges profile AISC ASD NinthEd Section F21 Eq F2-1)

If COMPACT = 0 ie if flanges are compact and Fy 650 ksi

Allowable Fbcy = Fbty = 075 Fy ASD Eq F2-1

F2-2 C Y and F2-2 T Y (Allowable compressive and tension bending stressfor noncompact profile AISC ASD Ninth Ed SectionF22 Eq F2-2)

Noncompact or Fy gt 650 ksi

Allowable Fbcy = 06 Fy (Qs) ASD Eq F2-2

Allowable Fbty = 06 Fy ASD Eq F2-2



F2-3 C Y and F2-3 T Y (Allowable compressive and tensile bending stress fornoncompact flanges profile AISC ASD Ninth EdSection F22 Eq F2-3)

For I shapes with noncompact flanges ie COMPACT = 1 but the followingrequirements are met

ASD Eq F2-3




The following provision is checked when a shear force in the member Zdirection is present ie FZ $ FZMIN

F4-1 Z (Shear in Z direction AISC ASD Ninth Ed Section F4 Eq F4-1)

Allowable Fv = 04 Fy ASD Eq F4-1

The following provisions are checked when a shear force in the member Ydirection is present ie FY $ FYMIN

F4-1 Y (Shear in Y direction AISC ASD Ninth Ed Section F4 Eq F4-1)

When



When

ASD Eq F4-2



Where

when Cv is less than 08

when Cv is more than 08

when ah is less than 10

when ah is more than 10

ah = ratio of clear distance between transverse stiffeners to clear distancebetween flanges (parameter AH)




Axial Tension and Bending

The next two provisions are considered when axial tension and bending aboutone or both axis are present These provisions also are checked if only axial tensionexists or when only bending moments are present

H2-1 TEN (Axial tension and the tension side bending AISC ASD Ninth EdSection H2 Eq H2-1)

ASD Eq H2-1

AXT CBEN (Axial tension and the compression side bending AISC ASDNinth Ed Section H2)

Axial Compression and Bending

The next provisions are considered when axial compression and bendingabout one or both axis are present These provisions also are checked if only axialcompression exists or when only bending moments are present

H1-1 COM and H1-2 COM (Axial compression and the compression sidebending AISC ASD Ninth Ed Section H1 EqH1-1 and H1-2)



ASD Eq H1-1

Note The Fbcz in the above equation is computed by using Cb = 10 unless SDSWAYZ =YES when the computed value of Cb is used See AISC ASD Ninth Ed SpecificationSection F13

ASD Eq H1-2

C-H1-2 Y (Axial compression and bending AISC ASD Ninth Ed Com-mentary Section H1 Eq C-H1-2)

ASD Eq C-H1-2

Note Provision C-H1-2Y created for completeness The computed value for theASD Equation C-H1-2 may be printed by the SUMMARIZE command

C-H1-2 Z (Axial compression bending AISC ASD Ninth Ed CommentarySection H1 Eq C-H1-2)

ASD Eq C-H1-2

Note Provision C-H1-2Z created for completeness The computed value for theASD Equation C-H1-2 may be printed by the SUMMARIZE command



H1-3 COM (Axial compression and the compression side bending AISC ASDNinth Ed Section H1 Eq H1-3)

ASD Eq H1-3

AXC TBEN (Axial compression and the tension side bending AISC ASDNinth Ed Section H1)



Qs and Qa Computation - I shapes

The following provisions detail how the stress reduction factors Qs and Qa arecomputed for axial and bending compressive stresses

QS-COMP (Qs for axial compression and bending AISC ASD Ninth EdAppendix B Section B52a)

bt = BF2TF

ht = INTYD FLTK

ASD Eq A-B5-3

ASD Eq A-B5-4

QA-COMP (Qa for axial compression only AISC ASD Ninth Ed Appendix BSection B52b and B52c)

ASD Eq A-B5-8

ASD Eq A-B5-10



Where

b = INTYD

t = WBTK

f = [FX AX] + [MZ SZ] + [MY SY]





V2 ASD9-EAppendix A - 1 Rev T













Rev T ASD9-EAppendix A - 2 V 2










































































































V2 ASD9-EAppendix B - 1 Rev T




Rev T ASD9-EAppendix B - 2 V 2



V2 ASD9-EAppendix C - 1 Rev T




Rev T ASD9-EAppendix C - 2 V 2

End of Document

Title Page



Table of Contents

GTSTRUDL Steel Design ASD9-E Code

Introduction

ASD9-E Code


GTSTRUDL I shape Profile Tables for the13Design based on the ASD9-E Code1313

Permissible Steel Grade Based on 1989 AISC ASD Ninth13Edition Specification

Properties Used by ASD9-E

I Shapes

Parameters Used by ASD9-E

System Parameters

Control Parameters

Code Parameters

Provisions of ASD9-E

General Nomenclature for ASD9-E

ASD9-E Provisions for I shapes




File Attachment
ASD9-E Manual


52 - 78



52 - 79


The properties used for I shape cross-section is defined under Section ASD9-E2The parameters used by ASD9-E are discussed in detail in Table ASD9-E1-1 and SectionASD9-E3 Section ASD9-E41 defines the general nomenclature used in describing theASD9-E Code The equations used in ASD9-E to determine the acceptability of a profileare described in detail for I shape cross-section in Section ASD9-E42


52 - 80



52 - 81

Table ASD9-E1-1









Material Properties






52 - 82







Slenderness Ratio



K-Factors







KZ 10 Effective length factor for buckling about the local Z axisof the profile See Sections 22 and 23 of Volume 2A forGTSTRUDL computation of effective length factor KZ


52 - 83
















52 - 84







Buckling Length




FRLZ 10 Fractional form of the parameter LZ similar to FRLYUsed only when LZ is computed






52 - 85







Bending Stress







52 - 86



Combined Stresses




Force Limitation

FXMIN 05(lb) Minimum axial force to be considered by the codeanything less in magnitude is taken as zero









52 - 87






1 = never

2 = on failure

3 = all checks



1 = no output





52 - 88



52 - 89

Table ASD9-E1-2GTSTRUDL I shape Profile Tables for the

Design based on the ASD9-E Code(I shapes Universal Beams Universal Columns Joists Piles etc)





















52 - 90











UNICOL British Universal Column profiles from 1996 BS 5950 SectionProperties 4th Edition (82)



European Tables






52 - 91













52 - 92

Table ASD9-E1-3



Steel GradeASTM

Designation



1 2 3 4 5

A36 3658

3658

3658

3658

3658

A529 4260

NA NA NA NA

A441 5070

5070

4667

4263

4263

A572-G42 4260

4260

4260

4260

4260

A572-G50 5065

5065

5065

5065

5065

A572-G60 6075

6075

NA NA NA

A572-G65 6580

NA NA NA NA

A242 5070

5070

4667

4263

4263

A588 5070

5070

5070

5070

5070


GT STRUDL DESIGN SLAB Command

52 - 93

DESIGN SLAB (REINFORCEMENT) (USING)

WOOD (AND) (ARMER)AVERAGE

MAXIMUMCALCULATE (RESULTANT) (ELEMENT) (FORCES)

(ALONG)

(CUT ai )

JOINTSNODES list ELEMENT list (TABLE

ASTM UNESCO

TOP (FACE) (BARS i ) (SPACING v )BOTTOM (FACE) (BARS i ) (SPACING v )BOTH (FACES) (BARS i ) (SPACING v )

11 2

2 1

3 2

4 3

minusrarr⎛

⎝⎜⎞⎠⎟

⎧⎨⎪

⎩⎪

⎫⎬⎪

⎭⎪minus

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

rarr⎧⎨⎩

⎫⎬⎭minus

⎧⎨⎪

⎩⎪

⎫

)

⎬⎪

⎭⎪minus

rarr⎧⎨⎩

⎫⎬⎭

minusINNER (LAYER)

OUTER (LAYER) (COVER v ) (LINEAR (TOLERANCE) v )

(TORSIONAL (MOMENT) (WARNING) v )

4 5

6


The goal of the DESIGN SLAB command is to select reinforcing steel for concreteflat plate systems using finite elements as a tool for the determination of design moments

Instead of dealing with results on an element-by-element basis the user will be ableto design the reinforcing steel for slab systems based on cuts Here the term cut refers tothe cross-section of a strip at a particular location to be designed A cut is defined by twonodes identifying the start and end of the cut and by an element in the plane of the cut

Once the definition of the cut has been determined the resultant forces along the cutare computed using either moment resultants (otherwise known as the Wood and Armermethod) or element force results (using the CALCULATE RESULTANT command asdescribed in Section 2373 of Volume 3 of the Reference Manuals) The final designmoment is determined by computing the resultant moment acting on the cut for each loadingcondition and reducing these moments to a design envelope

Once the design envelope is computed the cross-section is designed according toACI 318-05 either using default design parameter or with certain user specified designparameters such as the bar size or spacing

An important distinction is to note that each cut is designed independently from allother cuts That is a cut specified in one region is independent with respect to a design inanother region As such if the user wishes to use the same bar size over multiple adjacentcuts this information must be specified for each cut

The form of the command is as follows


52 - 94

where

lsquoarsquo or i1 refer to an optional alphanumeric or integer cut name

list1 = list containing IDrsquos of the start and end node of the cut

list2 = list containing the ID of an element in the plane of the cut

i2 = bar size to be used for bars on the top surface of the slab

i3 = bar size to be used for bars on the bottom surface of the slab

i4 = bar size to be used for both the top and bottom surfaces of the slab

v1 = reinforcing bar spacing to be used on the top surface of the slab

v2 = reinforcing bar spacing to be used on the bottom surface of the slab

v3 = reinforcing bar spacing to be used on both surfaces of the slab

v4 = optional user-specified cover distance for reinforcing bars

v5 = linear tolerance used in element selection rules for momentcomputation

v6 = optional ratio of torsion to bending moment allowed on the cross-section

TOP = element surface with +ZPLANAR coordinate

BOTTOM = element surface with -ZPLANAR coordinate

Explanation

The DESIGN SLAB command allows the user to communicate all data necessary forthe reinforcing steel design This information is processed and a design is calculated basedon the input The command is designed to provide varying levels of control for the user soas to make the command as broadly applicable as possible

The user must first define the cut A cut is defined by a start and end node ID andan element ID in the plane of the cut The user has the option of giving each cut analphanumeric name for organizational purposes The purpose of the required element ID isto determine the appropriate plane to design in the event that multiple planes of finiteelements intersect along the cut as defined by the start and end node An example wherethis might occur is the intersection of a slab with a shear wall In this case a misleadingdesign could be generated if the slab was designed using the forces in the shear wall Thecut definition constitutes all information required to compute the resultant forces actingalong the cut


52 - 95

The total moment acting on a cut cross-section is computed using one of twomethods The use of moment resultants also known as the Wood and Armer method isimplemented as the default method In this method the moment resultants MXX MYY andMXY are resolved on a per node basis along the cut and either the average effect or themaximum effect on the cut is applied to the entire cross-section

The other option for moment computation is based on the use of element forces Inthis method the total resultant moment acting on the cross-section is computed using theCALCULATE RESULTANT command and the element force nodal moments are resolvedfor each node of each element adjacent to the cut

Once the cut has been defined the user may indicate parameters to be used to designthe system The user may constrain the bar size or spacing to a certain value either for thetop face bottom face or for both faces In this case the final design will utilize theinformation provided If the bar size is constrained the appropriate spacing of bars isdetermined If the bar spacing is constrained the appropriate bar size is determined In thecase that the user supplies a bar size and spacing for the cut the application will simplycheck the strength of the cross-section against the computed design envelope according toACI 318 If the user specifies no design constraints the application assumes a bar size anddesigns the section to satisfy ACI 318 As such the user maintains explicit control over thefunction of the application

The user may also specify which layer of bars to be designed using the modifierINNER or OUTER These refer to the location of reinforcing bars on each surface At mostslab locations reinforcement is placed in two perpendicular directions on both surfaces ofthe slab Since each layer of reinforcement cannot occupy the same space one layer mustbe placed on top of the other OUTER refers to the layer closest to the surface whileINNER refers to the layer nearest the center of the slab

All user-specified constraints such as concrete compressive strength yield strengthcover and spacing are checked against ACI minimummaximum values as specified in ACI318-02 The thickness of the cross-section is determined internally based on the modeledthickness of the user-specified element

With respect to the interpretation of results ldquotoprdquo always refers to the face of the slabon the +ZPLANAR side of the element and ldquobottomrdquo always refers to the face of the slabon the -ZPLANAR side of the element ldquoPositive bendingrdquo refers to bending that producestension on the bottom face of the slab and compression on the top face as definedpreviously ldquoNegative bendingrdquo produces tension on the top face and compression on thebottom face as defined previously


52 - 96

Requirements

The MATERIAL REINFORCED CONCRETE command must be specified beforethe DESIGN SLAB The MATERIAL REINFORCED CONCRETE command initializesthe RC capabilities of GT STRUDL and sets the relevant material and design quantities totheir default values for design At this point the user can issue the CONSTANTS commandto modify any material properties to be used in the design The default values are

ECU = 0003ES = 29000000 psiFCP = 4000 psiFY = 60000 psiPHIFL = 09

The STIFFNESS command must be issued prior to the DESIGN SLAB commandThe STIFFNESS command solves the global equilibrium equation and computes thequantities required for the determination of the bending moments that the DESIGN SLABcommand uses

Only elements known to appropriately model the behavior of slab systems areincluded in the computation of design forces For a flat plate system only plate bending andplate elements are used Thus if the user models the system using plane stress plane strainelements and then issues the DESIGN SLAB command a warning message is output andthe command is ignored

Plate bending elements supported include the BPHT BPR BPHQ CPT and IPBQQfinite elements General plate elements supported include the SBCT SBCR SBHQSBHQCSH SBHT SBHT6 AND SBHQ6 finite elements

Usage

Studies have shown that the CALCULATE RESULTANT ELEMENT FORCEoption of the DESIGN SLAB command is only applicable in regions where the cutorientation is generally orthogonal to the directions of principle bending If the geometryof a region dictates that a cut be oriented non-orthogonally to the principal bendingdirections a significant torsional effect may occur In this case the Wood and Armermethod must be employed due to its ability to correctly compute the ultimate moment in astrong torsion field In the DESIGN SLAB command the user is warned if the element forceimplementation computes a resultant torsion greater than 10 of the resultant bendingmoment on a particular cross-section The user may modify the torsion warning thresholdvia the modifiers TORSIONAL MOMENT WARNING If there is any question of theorientation of the cut with respect to the directions of principal bending the user shouldinvestigate the behavior in the finite element results section of GTMENU


52 - 97

Usage Example Description of Example Structure

The example structure is a rectangular slab system shown in Figure 527-1 The clear spanof the structure is thirty feet and the slab strip has a width of ten feet The two ends of theslab are fully fixed while the thirty foot sides are free resembling a fixed-fixed beam Theslab is one foot thick and constructed of normal strength concrete with FCP = 4000 psi Theexample structure can be idealized as a subset of a larger slab system perhaps the designstrip running between two column faces in an interior region The structure is loaded witha distributed surface pressure of 150 psf over the entire surface of the slab

Figure 527-1 Example Flat Plate Structure (PLAN)


52 - 98

GT STRUDL Finite Element Model

The example structure was modeled in GT STRUDL using PLATE BENDING finiteelements The BPHQ element was utilized and the configuration modeled corresponded toa mesh of ten elements by thirty elements The model contained 300 finite elements and 341nodes The material properties were the default values associated with the MATERIALREINFORCED CONCRETE command All 6 degrees of freedom were restrained at eachnode along the supported ends of the slab system Each element was loaded with a surfacepressure of 150 psf resulting in a confirmed summation of vertical reaction of 45000 lb

Figure 527-2 Example Finite Element Model

Definition of Cut Cross-Sections

Two ldquocutsrdquo are considered for the verification example as shown in Figure 527-1

Cut 1-1

The cross-section Cut 1-1 is defined along the fixed support at the end of the slab strip andrepresents the maximum ldquonegative momentrdquo section in the slab where top reinforcing steelwould be required Cut 1-1 originates at node 1 and terminates at node 11 The elementsalong Cut 1-1 are elements 1-10 The command given for Cut 1-1 is

ldquodesign slab using calculate resultant joi 1 11 ele 1 top bar 5


52 - 99

In this case the user requests that a slab cross-section beginning at node 1 ending at node11 and in the plane of element 1 be reinforced according to the section moment computedusing the CALCULATE RESULTANT command The user has specified that 5 bars areto be used on the top surface indicating that spacing is to be computed The results of theDESIGN SLAB command are shown in the following table

Calculation Surface Bar Spacing Area Prov Moment Strength Moment Required

in sq in lb-in lb-in

DESIGN SLAB Top 5 130 2862 15610064 13543815

DESIGN SLAB Bottom NA NA NA NA NA

The GTSTRUDL output for this example is as follows

FLAT PLATE SLAB DESIGN BASED ON THE RESULTS OF FINITE ELEMENT ANALYSIS

PROBLEM - VFE103 TITLE - DESIGN SLAB VERIFICATION - VERIFY DESIGN CALCULATIONS

RELEVANT ACTIVE UNITS INCH LB

NUMBER OF ACTIVE LOADINGS 1

REINFORCEMENT ORIENTATION PERPENDICULAR TO A CUT BEGINNING AT NODE 1 AND TERMINATING AT NODE 11 AND IN THE PLANE OF ELEMENT 1

ELEMENT FORCE IMPLEMENTATION

DESIGN MOMENT ENVELOPE

NEGATIVE MOMENT = -135438148 DUE TO LOAD 150psf POSITIVE MOMENT = 000 DUE TO LOAD (none)

NOTE - Negative moment produces tension on the positive PLANAR Z surface requiring TOPbars - Positive moment produces compression on the positive PLANAR Z surface requiringBOTTOM bars

SLAB CROSS-SECTION

Width Depth FCP FY Cover Layer ________________________________________________________________________

12000 1200 400000 6000000 0750 Inner

DESIGN RESULTS (per ACI 318-05)

Face Bar Spacing AS PROVD MOMENT STRENGTH MOMENT REQD STATUS _________________________________________________________________________________________

TOP 5 13000 2862 15610064280 13543814844 PASSES

BOTTOM ( Reinforcement Not Required )


52 - 100

Cut 2-2

The cross-section Cut 2-2 is defined along the center line in the middle region of theslab strip and represents the maximum ldquopositive momentrdquo section in the slab wherebottom reinforcing steel would be required Cut 2-2 originates at node 166 andterminates at node 176 The elements along Cut 2-2 are elements 141-150 on oneside and 151-160 on the other side The command given for Cut 2-2 Case 1 is

ldquodesign slab wood and armer joi 166 176 ele 141 table unesco bottom spacing10 outer layer

In this case the user requests that a slab cross-section beginning at node 166 endingat node 176 and in the plane of element 141 be reinforced according to the averageeffect produced by the Wood and Armer method The user has specified thatUNESCO metric reinforcing bars are to be used The bottom reinforcement spacinghas been constrained to 10 inches and the reinforcement to be designed is located inthe outer layer The results of the DESIGN SLAB command are shown in thefollowing table



DESIGN SLAB Bottom M14 100 2864 16649207 6713582

DESIGN SLAB Top NA NA NA NA NA







WOOD amp ARMER IMPLEMENTATION

Design using average result acting on section


NEGATIVE MOMENT = 000 DUE TO LOAD 150psf POSITIVE MOMENT = 67135819 DUE TO LOAD 150psf


52 - 101


SLAB CROSS-SECTION


12000 1200 400000 6000000 0750 Outer



TOP ( Reinforcement Not Required )

BOTTOM M14 10000 2864 16649207190 6713581875 PASSES


52 - 102


GT STRUDL The CALCULATE ERROR ESTIMATE Command

53 - 1

( ) ( )e e eσ σ σL2

= dT

Ω

Ωint⎛

⎝

⎜⎜

⎞

⎠

⎟⎟

1 2


531 The CALCULATE ERROR ESTIMATE Command


CALCULATE ERROR (ESTIMATE) (BASED ON) -

The results from this command provide an estimate of the errors in the finite elementdiscretization of the problem Energy norm (L2 norm) and nodal error estimates are available

The L2 norm is given by

where is the error in stress and is the domain of the element The error stresseσΩ

is the difference between the average stress and element stress at the nodes σ σThe stress norm is obtained by using the shape functions used for displacements thus

where N is the shape functions used for the assumed displacement field of the element

Analysis Prerelease Features GT STRUDL

53 - 2

( ) ( )σ σ σL2

= N N dT

T

Ω

Ωint sdot⎛

⎝

⎜⎜

⎞

⎠

⎟⎟

1 2

ησ

σ

σ =

ee

100+

times

The stress norm uses the average stresses and is given by

The relative percentage error which is output for each element is given by

The nodal error estimates estimate the accuracy of the data in a selected nodal output vectorSix nodal error estimation methods are available

C Maximum Difference

C Difference from Average

C Percent Maximum Difference

C Percent Difference from Average

C Normalized Percent Maximum Difference

C Normalized percent Difference from Average

These error estimates look at the variations in stresses at the nodes An error estimateof nodal output data will be based on the gradients that data produces in each element Thatis how the data varies across that node based on the different data values from the elementsconnected at that node The calculation of error estimates for nodal output is fairlystraightforward the values at each node connected at an element are simply compared Thesix nodal error measures are outlined in more detail below


53 - 3

Value - ValueValue

100Max Min

Avgtimes

( )MAX Value - Value Value - Value

Value 100

Max Avg Min Avg

Avg

times

Value - ValueValue

100Max Min

VectorMaxtimes


Value 100

Max Avg Min Avg

VectorMax

times

Maximum Difference Method

Difference from Average Method

Percent Maximum Difference Method

Percent Difference from Average Method

Normalized Percent Maximum Difference

Normalized Percent Difference from Average Method

In each of these calculations the ldquoMinrdquo ldquoMaxrdquo and ldquoAvgrdquo values refer to theminimum maximum and average output values at the node The ldquoVector Maxrdquo values referto the maximum value for all nodes in the output vector All error estimates are either zero orpositive since all use the absolute value of the various factors


53 - 4

The choice of an appropriate error estimation method largely depends on the conditionsin the model As many error estimates as required may be calculated In general the MaxDifference method is good at pointing out the largest gradients in the portions of your modelwith the largest output values The Difference from Average Method will also identify areaswith the largest output values In this case however areas where only one or a few values aresignificantly different will be accentuated The Max Difference method will identify thesteepest gradients in the most critical portions of your model The Difference from AverageMethod will identify just the steepest non-uniform gradients the ones that vary in only a singledirection The two percentage methods identify the same type of gradients but do not makeany distinction between large and small output values These methods are to be used only ifthe magnitude of the output is less important than the changes in output The two percentagemethods estimate the error as a percent of the average stress However at nodes where thereis a change in sign of the stress the average stress becomes very small and often close to zeroAs a result the value of the error becomes enormous In order to quantify this error the errorat such nodes is given a value of 1000 percent The final two normalized percentage methodsare usually the best at quantifying overall errors in area with peak stress values

The results produced by the CALCULATE ERROR ESTIMATE command may alsobe contoured in GTMenu To produce a contour of the error estimate in GTMenu follow thesteps below after performing a STIFFNESS ANALYSIS for a static loading

1 Enter GTMenu

2 Select Results Finite Element Contours and then Energy amp Stress ErrorEstimates

3 Select the Estimate Method including Value Surface and Stress Component

4 Select the Loading

5 Select Display (solid colors or lines) to produce a contour of the error estimate

6 Select Legend to place a legend on the screen indicating the type of errorestimate loading and surface

GT STRUDL Viscous Damper Element

53 - 5


The Sections shown below are numbered as they will appear when added to Volume 3of the GTSTRUDL User Reference Manual


This section describes the commands that are used to incorporate the viscous damperelement (dash pot) into a structural model that is used for linear and nonlinear dynamicanalysis by the direct integration procedure The commands that are used for this purposeinclude

1 DAMPER ELEMENT DATA described in Section 24371

2 PRINT DAMPER ELEMENT DATA described in Section 24372

3 DELETE DAMPER ELEMENT DATA described in Section 24373

24371 The DAMPER ELEMENT DATA Command

Tabular form

DAMPER ELEMENT (DATA)

i a

INCIDENCESi a

i a

GLOBAL LOCAL

[CTX] v [CTY] v [CTZ] v [CRX] v [CRY] v [CRZ] v

i a

INCIDENCESi a

i a

GLO

D

D

S

S

E

E

CTX CTY CTZ CRX CRY CRZ

D

D

S

S

E

E

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

rarr⎧⎨⎩

⎫⎬⎭

minus

bullbullbull

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

rarr

( )

( )BAL

LOCAL [CTX] v [CTY] v [CTZ] v [CRX] v [CRY] v [CRZ] v

END (OF DAMPER ELEMENT DATA)


⎧⎨⎩

⎫⎬⎭

minus


53 - 6

Elements

iDrsquoaDrsquo = integer or alphanumeric name of the new damper element The name mustbe unique among all previously defined damper elements and is restrictedto no more than eight digits or alphanumeric characters

iSrsquoaSrsquo = integer or alphanumeric name of a previously defined joint to be thestarting incident joint of the new damper element

iErsquoaErsquo = optional integer or alphanumeric name of the previously defined joint to bethe ending incident joint of the new damper element The starting joint andending joint names must be different

vCTX = decimal value for the damper force coefficient corresponding to translationvelocity in the LOCAL or GLOBAL X direction Active force length andtime units apply [force(lengthtime)]

vCTY = decimal value for the damper force coefficient corresponding to translationvelocity in the LOCAL or GLOBAL Y direction Active force length andtime units apply [force(lengthtime)]

vCTZ = decimal value for the damper force coefficient corresponding to translationvelocity in the LOCAL or GLOBAL Z direction Active force length andtime units apply [force(lengthtime)]

vCRX = decimal value for the damper moment coefficient corresponding to angularvelocity about the LOCAL or GLOBAL X axis Active force lengthangle and time units apply [force-length(angletime)]

vCRY = decimal value for the damper moment coefficient corresponding to angularvelocity about the LOCAL or GLOBAL X axis Active force lengthangle and time units apply [force-length(angletime)]

vCRZ = decimal value for the damper moment coefficient corresponding to angularvelocity about the LOCAL or GLOBAL X axis Active force lengthangle and time units apply [force-length(angletime)]


53 - 7

i a

INCIDENCESi a

i a

GLOBAL LOCAL


D

D

S

S

E

E


⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

rarr⎧⎨⎩

⎫⎬⎭

minus( )

INCIDENCES ia

S

S

⎧⎨⎩

⎫⎬⎭

ia

D

D

⎧⎨⎩

⎫⎬⎭

Explanation

The DAMPER ELEMENT DATA command is used to create new viscousdamper elements and define their joint connectivity and damping force and momentproperties The viscous damper element data are entered by giving the DAMPERELEMENT DATA command header first followed by one or more tabular element dataentry lines of the form

for each new damper element This data entry line consists of the element name theelement incidences the element orientation and the element viscous dampingcoefficients which are described in greater detail as follows

Element name

Each new damper element must be given an integer or alphanumeric name that isunique among all other existing damper element names The name may not exceedeight digits or alphabetic characters The name may be a duplicate of a previouslydefined member or finite element name

The damper element connectivity is defined by one or two incident joints The firstincident joint iSrsquoaSrsquo defines the start of the element The second incident jointiErsquoaErsquo is optional and defines the end of the element If only one joint is given thesecond joint is taken as a totally fixed support joint it is fictitious and invisibleThe specified joints must have been previously defined and if two are specifiedthey must be different However they may be coincident The only restriction onthe selection of incident joints is that they may not be slave joints


53 - 8

GLOBAL LOCALrarr⎧⎨⎪

⎩⎪

⎫⎬⎪

⎭⎪

( )

CTX 0 0 0 0 0CTY 0 0 0 0

CTZ 0 0 0sym CRX 0 0

CRY 0CRZ

⎡

⎣

⎢⎢⎢⎢⎢⎢⎢⎢

⎤

⎦

⎥⎥⎥⎥⎥⎥⎥⎥

The GLOBAL and LOCAL options are used to specify the coordinate referenceframe for the damper element The GLOBAL option which is the defaultmeans that the element is a global element and that the six element dampingdegrees-of-freedom are defined with respect to the global coordinate systemThe LOCAL option means that the element damping degrees-of-freedom aredefined with respect to the element local coordinate system which is identicalto the local joint-to-joint coordinate system for frame members The onlydifference between the frame member and damper element local coordinatesystems is that the damper element does not support the Beta angle If theLOCAL option is specified but the joint-to-joint length of the element is equalto 0 ( 10-5 inches) then GLOBAL is assumed In addition GLOBAL isautomatically assumed for any damper element for which only one incident jointis specified

[CTX] vCTX [CTY] vCTY [CTZ] vCTZ [CRX] vCRX [CRY] vCRY [CRZ] vCRZ

These decimal data values represent the damping coefficient values on thediagonal of the uncoupled element damping matrix which has the followingform

These values refer to the element damping translational and rotational degrees-of-freedom with respect to the specified coordinate system GLOBAL thedefault or LOCAL Only non-zero values need be specified

Command processing is completed when the END option is given

The damping properties from the viscous damper elements are assembled into the totalglobal system damping matrix of the equations of motion that are solved using the directintegration methods executed by the DYNAMIC ANALYSIS PHYSICAL andDYNAMIC ANALYSIS NONLINEAR commands The viscous damper element dataare used only by the execution of these two commands


53 - 9

Modifications

The DAMPER ELEMENT DATA command operates only in the ADDITIONS modeIf the command is given when the active input mode is CHANGES or DELETIONS then thecommand execution is terminated and the command data are ignored If it is necessary tochange the data for an existing damper element then use the DELETE DAMPER ELEMENTcommand described in Section 24373 to delete the damper element to be changed followedby the re-specification of the new data in the DAMPER ELEMENT DATA command All ofthese steps are performed in ADDITIONS mode

Example

The following example illustrates the creation of two damper elements DAMP1 andDAMP2 DAMP1 spans from joint 2 to joint 10 and has one damping coefficient equal to 107

kips(inchessecond) corresponding to translation in the local y direction of the elementDAMP2 spans from joint 1 to joint 2 and has global damping factors CTX = 100kips(inchessecond) and CRZ = 1000 kip-inches(radianssecond) The damping coefficientsfor element DAMP2 are referenced with respect to the global coordinate system because theGLOBALLOCAL option was not given The execution of this example depends on DAMP1and DAMP2 not having been previously defined and joints 1 2 and 10 being valid joints

UNITS KIPS INCHES RADIANSDAMPING ELEMENT DATA DAMP1 INC 2 10 LOCAL CTY 1E7 DAMP2 INC 1 2 CTX 1000 CRZ 10000END

Errors

1 When two or more damper elements are defined with the same name the followingwarning message is printed Command processing is terminated for the offendingelement and continues for subsequent elements

10 gt DAMPING ELEMENT DATA 11 gt DAMP1 INC 1 2 LOCAL CTX 1000 CRZ 10000 12 gt DAMP1 INC 2 4 GLOBAL CTY 1E7

WARNING_STDELD -- Damper element DAMP1 previously definedCommand ignored

13 gt DAMP3 INC 3 3 GLOBAL CTY 1E7 14 gt END

Element DAMP1 is successfully created by the first tabular command entry The warningmessage for DAMP1 is printed for the second tabular entry for DAMP1 Commandprocessing continues with the tabular entry for DAMP3


53 - 10

2 The following warning message is printed if one or both of the specified element incidencejoints are not defined Command processing continues with the tabular entry for the nextelement

10 gt DAMPING ELEMENT DATA 11 gt DAMP1 INC 2 10 LOCAL CTY 1E7

WARNING_STDELD -- Damper element incidence joint not defined Command ignored

12 gt DAMP2 INC 1 2 LOCAL CTX 1000 CRZ 10000 13 gt END

The warning message indicates that one or both of the specified element incidences forelement DAMP1 are not defined

3 The following warning message is printed when the starting and ending element incidencejoints are the same Command processing continues with the tabular entry for the nextelement

10 gt DAMPING ELEMENT DATA 12 gt DAMP1 INC 1 2 LOCAL CTX 1000 CRZ 10000 13 gt DAMP2 INC 2 4 GLOBAL CTY 1E7 14 gt DAMP3 INC 3 3 GLOBAL CTY 1E7

WARNING_STDELD -- Damper element starting and ending incident joints are the same Command ignored

15 gt DAMP4 INC 4 5 CTY 1E7 16 gt END


53 - 11

24372 The PRINT DAMPER ELEMENT DATA Command

General form

PRINT DAMPER (ELEMENT DATA)

Explanation

The PRINT DAMPER ELEMENT DATA is used to print a table of the damperelement data for all existing damper elements The following is an example of the printedoutput from this command

Example

The following example illustrates the format for the output from the PRINT DAMPERELEMENT command

17 gt PRINT DAMPING ELEMENT DATA RESULTS FROM LATEST ANALYSIS

ACTIVE UNITS (UNLESS INDICATED OTHERWISE) LENGTH WEIGHT ANGLE TEMPERATURE TIME FEET LB RAD DEGF SEC

Damping Element Data ==================== Element Start Jnt End Jnt CTX CTY CTZ CRX CRY CRZ ------- --------- ------- ----- ----- ----- ----- ----- -----

DAMP1 LOC 1 2 1000 00000E+00 00000E+00 00000E+00 00000E+00 1000 DAMP2 GLO 2 4 00000E+00 01000E+08 00000E+00 00000E+00 00000E+00 00000E+00


53 - 12

Errors

The following warning message is printed when no damper element data exists



Damping Element Data ==================== Element Start Jnt End Jnt CTX CTY CRZ ------- --------- ------- ----- ----- -----

INFO_STPDED -- Damper element data have not been defined


53 - 13

DELETE DAMPER (ELEMENT DATA)i a

i a

D

D

D

D

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

24373 The DELETE DAMPER ELEMENT DATA Command

General form

Elements

iDrsquoaDrsquo = integer or alphanumeric name of damper element to be deleted The nameis limited to no more that eight digits or characters

Explanation

This command is used to delete previously defined damper elements The namesof the elements to be deleted are given in the list of individually named damper elementsNo other list construct such as ldquo1 TO 10 is permitted Specified damper elements thatare not defined are ignored


53 - 14


GT STRUDL ROTATE Load Command

54 - 1

[ ] [ ] [ ]ROTATE LOADING i

a ( ANGLES ) T1 r T2 r T3 r

R

R

1 2 3

⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪


541 ROTATE LOAD Command

The ROTATE LOAD command will rotate an existing loading and create a newloading condition in order to model a different orientation of the structure or the loading TheROTATE command is described below and is numbered as it will appear when added to Volume1 of the GTSTRUDL User Reference Manual

211146 The ROTATE LOAD Command

General form

Elements

iRrsquoaRrsquo = integer or alphanumeric name of the existing independent loadingcondition whose global components are to be rotated

r1 r2 r3 = values in current angle units of the load component rotation angles 21 2223 as shown in Figure 217-1 Volume 1 GTSTRUDL User ReferenceManual

Explanation

In many instances loading conditions are defined for a structure having a givenorientation in space but then the same structure may need to be analyzed for differentadditional orientations Applied loading components that are defined with respect tolocal member or element coordinate systems remain unchanged regardless of thestructurersquos orientation However loading components that are defined with respect tothe global coordinate system may need to be rotated in order to properly reflect a neworientation for the structure This is particularly true for self-weight loads buoyancyloads etc

General Prerelease Features GT STRUDL

54 - 2

The ROTATE LOADING command is used to take the global applied loadingcomponents from an existing loading condition rotate them through a set of rotationangles and copy the new rotated global components to a new or modified differentdestination loading condition The existing independent loading condition the ROTATEload from which the rotated global load components are computed is specified by theloading name iRrsquoaRrsquo The angles of rotation are specified by the values r1 r2 r3 Theserotation angles are defined according to the same conventions as those that define thelocal support release directions in the JOINT RELEASE command described in Section2172 Volume 1 of the GTSTRUDL User Reference Manual and illustrated in Figure217-1

The ROTATE LOADING command is always used in conjunction with one ofthe following loading definition commands LOADING DEAD LOAD and FORMLOAD These commands will define the name (and title) of a new or existingdestination loading condition into which the ROTATE LOADING results are copiedThe ROTATE LOADING command may be given with any additional applied loadingcommands such as JOINT LOADS MEMBER LOADS ELEMENT LOADS etc

Taking the specified loading iRrsquoaRrsquo the ROTATE LOADING commandperforms the following operations and copies the results into the destination loadingcondition

1 Rotate all joint loads including applied joint support displacements

2 Rotate all member force and moment loads defined with respect to theglobal coordinate system Member force and moment loads defined withrespect to the member local coordinate system are simply copied withoutrotation

3 Rotate all element force loads defined with respect to the globalcoordinate system Element force loads defined with respect to anyapplicable local or planar coordinate systems are copied without rotation

4 All other types of loads such as member temperature loads memberdistortions joint temperatures etc are copied without changes

GT STRUDL ROTATE LOAD Command

54 - 3

Examples

1 UNITS DEGREESLOADING 2 lsquoROTATED LOADINGrsquoMEMBER DISTORTIONS

1 TO 10 UNIFORM FR LA 00 LB 10 DISPL X 0001ROTATE LOADING 1 ANGLES T1 450

The applied loads from previously defined loading 1 will be processed according toSteps 1 to 4 above and copied into the new destination loading 2 which includes thespecified member distortion loads applied to members 1 to 10

2 UNITS DEGREESCHANGESLOADING 3ADDITIONSROTATE LOAD 4 ANGLES T2 -300

Previously defined loading 3 is specified in CHANGES mode followed by a return toADDITIONS mode The ROTATE LOAD command is then given to add thecomponents of load 4 including appropriate rotations to loading 3

Error Messages

Incorrect data given in the ROTATE LOADING command will cause the following errorconditions to be identified and error messages printed

1 The following error message is printed if the ROTATE loading name is identical to thename of the destination load An example of the commands that produce this error arealso included

114 gt LOADING 201 115 gt ROTATE LOAD 201 T1 450

ERROR_STROLO ndash The ROTATE loading is illegally the same as thedestination loadingCommand ignored

Loading 201 is illegally named as both the destination load and the loading whosecomponents are rotated

2 In the following error example loading 51 is undefined


ERROR_STROLO ndash Loading to be rotated undefinedCommand ignored


54 - 4

3 The following error message is produced because loading 4 specified as the ROTATEload is a load combination or dependent loading condition The ROTATE load mustbe an independent loading condition

141 gt LOADING 108 142 gt ROTATE LOADING 4 T3 450

ERROR_STROLO ndash Rotated Loading 4 is an illegal dependent loadCommand ignored

4 This error condition and message is caused by the fact that the destination load 108 isdefined as a loading combination

144 gt LOAD COMB 108 lsquoALLrsquo COMBINE 1 15 2 10 3 10 145 gt ROTATE LOADING 1 T3 450

ERROR_STROLO ndash Destination independent loading not definedRotated load components not computed

GT STRUDL COUTPUT Command

54 - 5

542 COUTPUT Command

The COUTPUT command now can replace (overwrite) an existing output file Previously anexisting file could be appended only

where

file_name is a new or existing text file file_name is limited to 256 characters and mustbe enclosed in quotes (apostrophes)

Explanation

APPEND is the default action so COUTPUT file1 and COUTPUT APPEND file1are equivalent APPEND tells GTSTRUDL to add subsequent output to the end of thespecified file If APPEND is requested file_name must be given

REPLACE tells GTSTRUDL to delete the contents of the specified file and the writesubsequent output to the specified file If REPLACE is requested file_name must begiven

APPEND and REPLACE act identically when file_name does not already exist WhileGTSTRUDL is in the APPEND or REPLACE state only input (commands) are echoprinted in the text window - all generated output will be placed in the specified output file

STANDARD tells GTSTRUDL to stop writing to the specified output file and directsubsequent output to the text window This is the output state when GTSTRUDL starts

Usage

COUTPUT APPEND file1

All subsequent output from PRINT LIST etc will be written to file1 and will notappear in the text window although the actual command will be displayed in the textwindow If file1 existed previously to this COUTPUT request the new output will appearat the end of the existing contents


54 - 6

COUTPUT REPLACE file2

All subsequent output from PRINT LIST etc will be written to file2 and will notappear in the text window although the actual command will be displayed in the textwindow If file2 existed previously to this COUTPUT request the existing contents willbe deleted and only the new output will appear in file2

COUTPUT STANDARD

Stop writing output to an output file and write all output to the text window

GT STRUDL Reference Coordinate System Command

54 - 7

REFERENCE (COORDINATE) (SYSTEM) ia

1

1

⎧⎨⎩

⎫⎬⎭

minus

ORIGIN [ X ] vx [ ] vy [ Z ] vz ) ROTATION [ R1] v1 [ R2 ] v2 [ R3] v3)

JOINT i

a2

X v4 Y v5 Z v6

JOINT i

a2

X v4 Y v5 Z v6

JOINT i

a2

X v4 Y v5

2 2 2

( (Y

⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪

⎧

⎨

⎪⎪

⎩

⎪⎪

⎫

⎬

⎪⎪

⎭

⎪⎪

⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪

⎧

⎨

⎪⎪

⎩

⎪⎪

⎫

⎬

⎪⎪

⎭

⎪⎪

⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪

Z v6

⎧

⎨

⎪⎪

⎩

⎪⎪

⎫

⎬

⎪⎪

⎭

⎪⎪

⎧

⎨

⎪⎪⎪⎪

⎩

⎪⎪⎪⎪

⎫

⎬

⎪⎪⎪⎪

⎭

⎪⎪⎪⎪


General form

Explanation

The REFERENCE COORDINATE SYSTEM is a right-handed three-dimensionalCartesian coordinate system The Reference Coordinate Systemrsquos origin may be shiftedfrom the origin (X=00 Y=00 Z=00) of the overall global coordinate system TheReference Coordinate System axes may also be rotated from the corresponding orthogonalaxes of the overall global coordinate system

At the present time this command is used to specify additional coordinate systemswhich may be used in GTMenu (see Volume 2 of the GTSTRUDL Release Guide) tofacilitate the creation of the structural model Reference Coordinate systems created usingthe above command will be available as Local systems in GTMenu In a future releasethe user will be able to output results such as joint displacements and reactions in aReference Coordinate System

There are two optional means of specifying a Reference Coordinate System

(1) Define the origin and rotation of coordinate axes of the reference systemwith respect to the global coordinate system and

(2) define three joints or the coordinates of three points in space

In either case i1 or lsquoa1rsquo is the integer or alphanumeric identifier of the referencecoordinate system For the first option vx vy and vz are the magnitude of translations inactive length units of the origin of this system from the origin of the overall globalcoordinate system The translations vx vy and vz are measured parallel to the orthogonalaxes X Y and Z respectively of the global system and are positive in the positivedirections of these axes v1 v2 and v3 are the rotation angles R1 R2 and R3 in activeangular units between the orthogonal axes of this system and the axes of the overall globalcoordinate system The description of these angles is the same as given in Section 2172of Volume 1 of the GTSTRUDL User Reference Manuals for rotated joint releases (21 22and 23)


54 - 8

In the second case three joints are required Each of the three joints may be definedeither by a joint identifier using the JOINT option of the command or by its global X Yand Z coordinates If the joint identifier option is used however the coordinates of thejoint must be specified previously by the JOINT COORDINATES command The firsttime (i2 or lsquoa2rsquo or v4 v5 and v6) defines the origin of the reference system the X-axis ofthe reference system is determined by the first and second joints (i3 or lsquoa3rsquo or v7 v8 and v9)The positive X-axis is directed from the first to the second joint The third joint (i4 or lsquoa4rsquoor v10 v11 and v12) is used to define the XY-plane of the reference system The positiveY-axis is directed toward the third joint The Z-axis then is determined by the right-handrule

Only one reference system can be specified in one command but the command maybe used any number of times

Modifications of Reference Systems

In the changes mode the translations of the origin andor the rotations of the axes of thereference system from those of the overall global system can be changed Only thatinformation supplied in the command is altered The other data that might be supplied inthe command remains unchanged The CHANGES mode however does not work for thesecond option discussed above (ie define a reference coordinate system by three jointsor the coordinate of three points in space) The reason is that data for these joints are notstored permanently in GTSTRUDL When this option is used a reference system iscreated and its definitions of the system origin rotation angles as well as thetransformation matrix between the global coordinate system and the reference system aregenerated and stored as would be for the first option Therefore if any of the coordinatesfor the joints used to specify a reference system is changed after the REFERENCECOORDINATE SYSTEM command has been given the definition of the reference systemremains unchanged For this reason care must be taken in using the three joints option inconjunction with the changes of joint coordinates The reference system should be deletedfirst if any of the coordinates of the joints used to define the reference system are to bechanged Under the DELETIONS mode the complete definition of the referencecoordinate system is destroyed


54 - 9

Examples

a) UNITS DEGREES REFERENCE COORDINATE SYSTEM lsquoFLOOR2rsquo -

ORIGIN 00 150 00 R1 30

This command creates a Reference Coordinate System called FLOOR2 at Y=15 with theaxes rotated 30 degrees about global Z

b) REF COO 1 -X 120 Y 120 Z -120 -X 120 Y 240 Z 0 -X -120 Y 120 Z 0

This command creates Reference Coordinate System 1 with its origin at 120 120 -120 andits X-axis from this origin to 120 240 0 and its Y axis is the plane defined by the two previouscoordinates and the third coordinate -120 120 0 with the positive Y-axis directed toward thethird coordinate

c) REFERENCE COORDINATE SYSTEM 2 -JOINT 10 JOINT 20 JOINT 25

This command creates Reference Coordinate System 2 with its origin located at Joint 10and its X-axis directed from Joint 10 toward Joint 20 The XY plane is defined by Joints 10 20and 25 with the positive Y-axis directed toward Joint 25

d) CHANGESREFERENCE COORDINATE SYSTEM lsquoFLOOR2rsquo -

ORIGIN 10 20 30ADDITIONS

The above commands change the origin of the Reference System FLOOR2 defined in a)above The rotation RI = 30 remains unchanged

e) DELETIONSREFERENCE SYSTEM 2ADDITIONS

The above command deletes Reference System 2


54 - 10

PRINT REFERENCE (COORDINATE) (SYSTEM) ALL

listrarr⎧⎨⎩

⎫⎬⎭

543-1 Printing Reference Coordinate System Command

General form

Explanation

The PRINT REFERENCE COORDINATE SYSTEM command will output theReference Systems The origin and rotation angles will be output

GT STRUDL Hashing Algorithm to Accelerate Input Processing

54 - 11

SET ELEMENTS HASHED

SEQUENTIAL

⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪


An advanced data-structuring technique called HASHING can now be used when storingand searching lists of joints andor elements The command to control this feature is as follows

The following points concern HASHING

1) The benefit of HASHING is that it GENERATES large structures faster Thedisadvantage is that it is more complex internally

2) HASHING is disabled by GTMenu The GTSTRUDL database is usually notmodified extensively in GTSTRUDL after invoking GTMenu so this has minimalaffect However the SET ELEMENTS HASHED command when given with anexisting database builds hashing data structures for the existing database

3) The order of a joint andor element listing is the same for HASHED andSEQUENTIAL unless the structural database has been edited in DELETIONS modeand then in ADDITIONS mode again Then SEQUENTIAL will place the latestaddition in the deleted slot whereas HASHING will append the addition to the endof the list


54 - 12


GT STRUDL GTMenu Point and Line Incidences Commands

54 - 13

545 GTMenu Point and Line Incidences Commands

GTMenu can now write construction geometry commands to an input file which can beread later into GTSTRUDL in order to initialize the construction geometry of GTMenu Thetwo commands written are ldquoGTMenu POINT COORDINATESrdquo and ldquoGTMenu LINEINCIDENCESrdquo

(1) GTMenu POINT COORDINATES

General Form

GTMenu POINT COORDINATES

A A A

Elements

coordinate-specs = [X] v1 [Y] v2 [Z] v3

Where

i1 i2 in = unsigned integer Point identifiers

lsquoa1 lsquoa2 lsquoanrsquo = 1 to 8 character alphanumeric Point identi-fiers

v1 v2 v3 = Cartesian Point coordinates (integer or real)


54 - 14

(2) GTMenu LINE INCIDENCES

General Form

GTMenu LINE INCIDENCES

A A A

Elements


54 - 15

Where

i1 i2 in = unsigned integer LineCurve identifiers

lsquoa1rsquo lsquoa2rsquo lsquoanrsquo = 1 to 8 character alphanumeric LineCurveidentifiers

i1 i2 ip = unsigned integer Point identifiers used

lsquoa1rsquo lsquoa2rsquo lsquoaprsquo = 1 to 8 character alphanumeric Point identifiers

v1 = positive number (integer or real)

k2 = integer between 2 and the number of incidences

1 2 p = Point subscripts for a LineCurve The followingtable gives the number of Points used to specifydifferent types of LineCurve

type number of incidences

LINE 2 - 500

POLYNOMIAL CURVE 2 - 10

ARC TEMPLATE 3

CENTERED ARC 3

BEZIER CURVE 2 - 10

SPLINE CURVE 2 - 10


54 - 16

End of Document

Title Page

NOTICES

Table of Contents

Chapter 1 - Introduction

Chapter 2 - New Features in Version 29

Data Base Exchange (DBX)

Dynamics

Elastic Buckling

General

GTMenu

GT STRUDL Output Window

Model Wizard

Nonlinear Analysis

Nonlinear Dynamic Analysis

Offshore

Reinforced Concrete Design

Rigid Bodies

Scope Editor

Static Analysis

Steel Design

Steel Tables

Utility Programs

CHAPTER 3 - ERROR CORRECTIONS

Dynamic Analysis

Finite Elements

General

GTMenu

Model Wizard

Nonlinear Analysis

Offshore


Static Analysis

Steel Design

CHAPTER 4 - KNOWN DEFICIENCIES

Finite Elements

General InputOutput

GTMenu

Rigid Bodies

Scope Environment

CHAPTER 5 - Prerelease Features

Introduction

Design Prerelease Features


GTSTRUDL BS5950 Steel Design Code and Parameters

GTSTRUDL Indian Standard Design Code IS800

ACI Code 318-99

Rectangular and Circular Concrete Cross-Section Tables

ASD9-E Code

The DESIGN SLAB Command1313

Analysis Prerelease Features

The CALCULATE ERROR ESTIMATE Command

The Viscous Damper Element for Linear and Nonlinear Dynamic

General Prerelease Features

ROTATE LOAD Command

COUTPUT Command

Reference Coordinate System Command

Printing Reference Coordinate System Command

Hashing Algorithm to Accelerate Input Processing

GTMenu Point and Line Incidences Commands

- ii -

NOTICES

This GTSTRUDLreg Release Guide is applicable to Version 29 with a release date in theGTSTRUDL title block of December 2006

The GTSTRUDLreg computer program is proprietary to and a trade secret of the GeorgiaTech Research Corporation Atlanta Georgia USA

GTMenu and its documentation were developed as an enhancement to GTSTRUDLauthored by the Computer-Aided Structural Engineering Center Georgia Institute ofTechnology

DISCLAIMER

NEITHER GEORGIA TECH RESEARCH CORPORATION NOR GEORGIAINSTITUTE OF TECHNOLOGY MAKE ANY WARRANTY EXPRESSED ORIMPLIED AS TO THE DOCUMENTATION FUNCTION OR PERFORMANCE OFTHE PROGRAM DESCRIBED HEREIN AND THE USER OF THE PROGRAM ISEXPECTED TO MAKE THE FINAL EVALUATION AS TO THE USEFULNESS OFTHE PROGRAM IN THEIR OWN ENVIRONMENT


Any use duplication or disclosure of this software by or for the US Government shallbe restricted 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 thecopyright license under the clause at DFARS 252227-7013 September 1989

copy Copyright 2006Georgia Tech Research Corporation

Atlanta Georgia 30332-0355USA

ALL RIGHTS RESERVED

S)))))))))))))))))QGTSTRUDLreg is a registered service mark of the Georgia Tech Research CorporationAtlanta Georgiacopy Windows XP Windows 2000 Windows NT Windows ME and Windows 98 areregistered trademarks of Microsoft Corporation Redmond Washingtoncopy Excel is a registered trademark of Microsoft Corporation Redmond Washington

- iii -

Table of Contents

NOTICES ii

DISCLAIMER ii


CHAPTER 1

Introduction 1-1

CHAPTER 2



22 Dynamics 2-1


24 General 2-6

25 GTMenu 2-13





210 Offshore 2-39








- iv -











- v -








- vi -



1 - 1

Chapter 1

Introduction







524 ACI Code 318-99


526 ASD9-E Code






1 - 2



542 Coutput Command







2 - 1

Chapter 2







22 Dynamics




2 - 2





DISPLACEMENT


)

name (FACTOR s)

⎧

⎨⎪⎪

⎩⎪⎪

⎫

⎬⎪⎪

⎭⎪⎪

⎧⎨⎩

⎫⎬⎭

rarrminus

v1 t1 v2 t2 vn tn


JOINTS

NODESlist

DISPLACEMENT

VELOCITY

ACCELERATION

TRANSLATION

ROTATION

X

Y

Z

file specs

function specs

(START (TIME) v )

where


function specsSINE


5

1

2 3 4

⎧⎨⎩

⎫⎬⎭

⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪

⎧⎨⎩

⎫⎬⎭

⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

minus

=

=


2 - 3


UNITS CYCLES

TRANSIENT LOADING 1











2 - 4





------------------------------------------------------------------------------



70 0772800 010000 0869400 011100 0966000 012500 112700 014300 128800 016700 154560 020000 238280 030000 108514 060000 148120 19020 148120 10000

90 0386400 010000 0434700 011100 0483000 012500 0563500 014300 0644000 016700 0772800 020000 119140 030000 542570 060000 740600 19020 740600 10000



2 - 5





23 Elastic Buckling




2 - 6

24 General


Old format


New format




EXISTING

MEMBERS

ELEMENTS

NLS

CABLES

ONLY )

ACTIVE

INACTIVE

ACTIVE AND INACTIVE

(list2

)

(BUT list3

) (PLUS list4

)

( ( )

⎧

⎨⎪⎪

⎩⎪⎪

⎫

⎬⎪⎪

⎭⎪⎪

⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪

rarr

minus


2 - 7







where




YZ

X Y Z



rarrminus


2 - 8





MOMENT ARM


GENERATE (LOAD)

X

Y

Z


⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪

)

( (INITIAL)i1 a1

)PRINT ON

PRINT OFF

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

rarrminus


⎧⎨⎪

⎩⎪

⎫⎬⎪

⎭⎪


2 - 9

INITIAL a1


CREATE GROUP







TH-PIPE = thickness






2 - 10

f f f fmin a by2

bz2= minus +

f f f fmax a by2

bz2= + +












2 - 11













2 - 12







2 - 13

25 GTMenu




2 - 14





2 - 15





2 - 16




2 - 17




2 - 18




2 - 19




2 - 20




2 - 21




2 - 22



2 - 23



2 - 24




Color Map





2 - 25




2 - 26




2 - 27


2 - 28






2 - 29







2 - 30














2 - 31






2 - 32










2 - 33






Text Input File



2 - 34








2 - 35





2 - 36




2 - 37



2 - 38

27 Model Wizard







2 - 39








210 Offshore



2 - 40










⎧⎨⎩

⎫⎬⎭




2 - 41






212 Rigid Bodies



2 - 42


213 Scope Editor


1 Improved Options



2 - 43








2 - 44

Examples






2 - 45

214 Static Analysis








NJP i


⎧ ⎫⎪ ⎪⎨ ⎬⎪ ⎪⎩ ⎭


2 - 46

215 Steel Design


Table CAN97



Combined Stresses






2 - 47









2 - 48



216 Steel Tables









3 - 1

CHAPTER 3

ERROR CORRECTIONS


31 Dynamic Analysis






3 - 2

32 Finite Elements


33 General









3 - 3













3 - 4






35 Model Wizard








3 - 5


37 Offshore







39 Static Analysis



3 - 6

310 Steel Design




4 - 1

CHAPTER 4

KNOWN DEFICIENCIES


41 Finite Elements









4 - 2








(GPRF 9926)








4 - 3





(GPRF 200414)

43 GTMenu



(GPRF 9518)



(GPRF 9521)



4 - 4



(No GPRF issued)



(No GPRF issued)

44 Rigid Bodies






51 - 1

CHAPTER 5

PRERELEASE FEATURES

51 Introduction










524 ACI Code 318-99


526 ASD9-E Code



51 - 2






542 Coutput Command






52 - 1












Joan
LRFD3 Manual

GT STRUDLreg


Volume 2 - LRFD3



Rev T ii V2


V2 iii Rev T


Revision No


T 2006

V2 iv Rev T


V2 v Rev T

NOTICES




DISCLAIMER







Copyright copy 2006


ALL RIGHTS RESERVED


V2 vi Rev T


V2 vii Rev T

Table of Contents

Chapter Page

NOTICES v

DISCLAIMER v






List of Figures


List of Tables





V2 viii Rev T







































Section Title




Section Title












Section Title


compression


Section Title



Section Title





Section Title
























is equal to 165 ksi

Material Properties















Slenderness Ratio



K-Factors


KZ






























Buckling Length














Bending Strength











Channel Parameter





Tee Parameter































































Force Limitation























forces




























ments 1 2 and 3





















Table LRFD31-4



Steel GradeASTM

Designation




A36 3658

3658

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






Steel GradeASTM

Designation




A992a 5065

5065

5065

5065

5065

A242 5070

5070

46b

67b42a

63a42a

63a

A588 5070

5070

5070

5070

5070





Table LRFD31-5



Steel GradeASTM

Designation




A53-GB NA 3560

NA

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



V2 LRFD32 - 1 Rev T




Rev T LRFD32 - 2 V2



V2 LRFD32 - 3 Rev T



Rev T LRFD32 - 4 V2

I shapes










V2 LRFD32 - 5 Rev T





Rev T LRFD32 - 6 V2

Channels









V2 LRFD32 - 7 Rev T

Single Angles












Rev T LRFD32 - 8 V2








= 30 single angles


V2 LRFD32 - 9 Rev T

Tees
















Double Angles













Solid Round Bars






Round HSS (Pipes)


























V2 LRFD33 - 1 Rev T







Rev T LRFD33 - 2 V2

Table LRFD331

Parameters in LRFD3




V2 LRFD33 - 3 Rev T


Parameters in LRFD3




Rev T LRFD33 - 4 V2

System Parameters

PrintLim NO YES


SUMMARY NO YES


TRACE 1 2 3 4





V2 LRFD33 - 5 Rev T


VALUES 1 2 3 4





Rev T LRFD33 - 6 V2

Control Parameters











V2 LRFD33 - 7 Rev T









Rev T LRFD33 - 8 V2

Code Parameters








V2 LRFD33 - 9 Rev T



CantiMem NO YES




LRFD Eq F1-3

where











LRFD Eq F1-3

where









CODE Required


COMPK NO YES KY KZ











Dstiff 24 10 18















































































Print-K YES NO










SDSWAYY YES NO


SDSWAYZ YES NO























Tipping YES NO














































































































































End of Document

Title Page

Revision History

NOTICES

Table of Contents


Introduction







File Attachment
LRFD3 Manual


52 - 2



52 - 3



52 - 4



52 - 5








52 - 6












52 - 7

Section Title



compression


Section Title



Section Title




52 - 8

Section Title


Force







52 - 9










52 - 10







Material Properties








52 - 11







Slenderness Ratio



K-Factors








52 - 12













52 - 13
















52 - 14




Buckling Length










52 - 15




Bending Strength







52 - 16




Channel Parameter




Tee Parameter





52 - 17














52 - 18











52 - 19













52 - 20













52 - 21








Force Limitation





52 - 22












52 - 23






1 = never

2 = on failure

3 = all checks



1 = no output





52 - 24



52 - 25

Table LRFD31-2

GTSTRUDL AISC Codes













52 - 26


GTSTRUDL AISC Codes







ments 1 2 and 3





52 - 27

Table LRFD31-3















52 - 28

Table LRFD31-4



Steel GradeASTM




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


52 - 29




Steel GradeASTM




655065

5065

5065

5065

A242 5070

5070

46b

67b42a

63a42a

63a

A588 5070

5070

5070

5070

5070





52 - 30

Table LRFD31-5



Steel GradeASTM




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



52 - 31



00BS595012 00BS5950 Code








Joan
Text Box

GT STRUDLreg


Volume 2 - 00BS5950



Rev T ii V2


V2 iii Rev T


Revision No


T 2006

V2 iv Rev T


V2 v Rev T

NOTICES




DISCLAIMER







Copyright copy 2006


ALL RIGHTS RESERVED


V2 vi Rev T


V2 vii Rev T

Table of Contents

Chapter Page

NOTICES v

DISCLAIMER v






(CHS Pipe) 44 - 1


List of Figures



(CHS Pipe) 44 - 17

V2 viii Rev T

List of Tables
















V2 00BS595011 - 1 Rev T





Rev T 00BS595011 - 2 V2



V2 00BS595012 - 1 Rev T


00BS595012 00BS5950 Code









Rev T 00BS595012 - 2 V2



V2 00BS595012 - 3 Rev T


Section Title












Rev T 00BS595012 - 4 V2

Section Title

4369 Ratio $W














V2 00BS595012 - 5 Rev T

Section Title















Rev T 00BS595012 - 6 V2








V2 00BS595012 - 7 Rev T

Table 00BS59501-1











Rev T 00BS595012 - 8 V2











V2 00BS595012 - 9 Rev T





Material Properties








Rev T 00BS595012 - 10 V2




Slenderness Ratio








V2 00BS595012 - 11 Rev T











Rev T 00BS595012 - 12 V2












V2 00BS595012 - 13 Rev T










Rev T 00BS595012 - 14 V2







Force Limitation




V2 00BS595012 - 15 Rev T








Output Processing





Rev T 00BS595012 - 16 V2






forces



V2 00BS595012 - 17 Rev T

Table 00BS59501-2







Rev T 00BS595012 - 18 V2

Table 00BS59501-3




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


V2 00BS595012 - 19 Rev T





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


Rev T 00BS595012 - 20 V2

Table 00BS59501-4



a) non-sway mode




b) sway mode



Not held inposition



ExamplePARAMETERS




V2 00BS595012 - 21 Rev T

Table 00BS59501-5

Effective Length LE



Loading conditions

Normal

DESTLDZ = NO

Destabilizing

DESTLDZ = YES




A1 07LLT 085LLT


A2 075LLT 09LLT


A3 08LLT 095LLT


A4 085LLT 10LLT




A6 10LLT + 2D 12LLT + 2D


A7 12LLT + 2D 14LLT + 2D

ExamplePARAMETERS







Rev T 00BS595012 - 22 V2



V2 00BS59502 - 1 Rev T




Rev T 00BS59502 - 2 V2



V2 00BS59502 - 3 Rev T

I Shapes








Rev T 00BS59502 - 4 V2










V2 00BS59502 - 5 Rev T

Single Angles










Rev T 00BS59502 - 6 V2









= 30 single angles


V2 00BS59502 - 7 Rev T








Rev T 00BS59502 - 8 V2



V2 00BS59503 - 1 Rev T







Rev T 00BS59503 - 2 V2

Table 00BS59503-1





V2 00BS59503 - 3 Rev T






Rev T 00BS59503 - 4 V2

System Parameters

PRIDTA 1 2


PrintLim NO YES


SUMMARY NO YES


TRACE 1 2 3 4



V2 00BS59503 - 5 Rev T



VALUES 1 2 3 4





Rev T 00BS59503 - 6 V2

Control Parameters











V2 00BS59503 - 7 Rev T







Rev T 00BS59503 - 8 V2

Code Parameters



CODE Required


DESTLDY YES NO



V2 00BS59503 - 9 Rev T

DESTLDZ YES NO









Rev T 00BS59503 - 10 V2

Table 00BS59503-2

Effective Length LE



Loading conditions

Normal

DESTLDZ = NO

Destabilizing

DESTLDZ = YES




A1 07LLT 085LLT


A2 075LLT 09LLT


A3 08LLT 095LLT


A4 085LLT 10LLT




A6 10LLT + 2D 12LLT + 2D


A7 12LLT + 2D 14LLT + 2D

ExamplePARAMETERS







V2 00BS59503 - 11 Rev T

Table 00BS59503-3



a) non-sway mode




b) sway mode



Not held inposition



ExamplePARAMETERS




Rev T 00BS59503 - 12 V2












V2 00BS59503 - 13 Rev T








Rev T 00BS59503 - 14 V2



V2 00BS59503 - 15 Rev T



mLT = 0 2015 05 015

0 442 3 4

max

++ +

geM M M

MmLTbut











Rev T 00BS59503 - 16 V2




my = 0 201 0 6 01 082 3 4 24

max max+

+ +ge

M M MM

mM

Mybut












V2 00BS59503 - 17 Rev T





myz = 0 201 0 6 01 082 3 4 24

max max+

+ +ge

M M MM

mM

Myzbut








Rev T 00BS59503 - 18 V2

0 201 0 6 01 082 3 4 24

max max+

+ +ge

M M MM

mM

Mzbut









mz =



V2 00BS59503 - 19 Rev T

















Rev T 00BS59503 - 20 V2










SDSWAYY YES NO



V2 00BS59503 - 21 Rev T



Rev T 00BS59503 - 22 V2

SDSWAYZ YES NO






SimpSupp NO YES



V2 00BS59503 - 23 Rev T








Rev T 00BS59503 - 24 V2

Table 00BS59503-4




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


V2 00BS59503 - 25 Rev T





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


Rev T 00BS59503 - 26 V2



V2 00BS5950 4 - 1 Rev T





Shape Subsection

I shapes 00BS595042




Rev T 00BS59504 - 2 V2



V2 00BS595041 - 1 Rev T















Rev T -00BS595041 - 2 V2

















V2 00BS595041 - 3 Rev T



=FXAX

MZSZ

+













= FRLEZ timesLz


Rev T -00BS595041 - 4 V2



















V2 00BS595041 - 5 Rev T


















Rev T -00BS595041 - 6 V2









pE = (B2 E 8LT2)



V2 00BS595041 - 7 Rev T


















Rev T -00BS595041 - 8 V2













= d t qw







V2 00BS595041 - 9 Rev T













web( = (1 IyIz)


Rev T -00BS595041 - 10 V2

g = ( )2750 5

pyf

= ( )2750 5

p y






V2 00BS595042 - 1 Rev T






bTRolled Sections







bTWelded Sections







Rev T 00BS595042 - 2 V2








g = ( )2750 5

pyf


V2 00BS595042 - 3 Rev T




dt but $ 40g80

1 1

ε+ r

Class 1 Plastic

dt but $ 40g100

1 15 1

ε+ r

Class 2 Compact

dt but $ 40g120

1 2 2

ε+ r


dt gt but $ 40g120

1 2 2

ε+ r

Class 4 Slender



r1 = but -1 lt r1 1| |F

dt pc

yw

r2 =| |F

A pc

g yw


r1 = r2 = 00




Rev T 00BS595042 - 4 V2








g = ( )2750 5

pyf


V2 00BS595042 - 5 Rev T














Rev T 00BS595042 - 6 V2



V2 00BS595042 - 7 Rev T


g = ( )2750 5

pyf




MY $ MYMIN

Syeff = ( )Z S Zb T

y y y

f

f

f

+ minusminus

minus

β

β

β

3

3

2

1

1









Rev T 00BS595042 - 8 V2






g = ( )2750 5

pyf




MZ $ MZMIN

Szeff = ( )Z S Zd t

z z z

w

w

w

+ minus

minus

minus

β

ββ

32

3

2

2

1

1

but

Szeff ( )Z S Zb T

z z z

f

f

f

+ minusminus

minus

β

β

β

3

3

2

1

1


V2 00BS595042 - 9 Rev T




= but $ 40g100

1 15 1

ε+ r


= but $ 40g120

1 2 2

ε+ r









Rev T 00BS595042 - 10 V2



V2 00BS595042 - 11 Rev T



FLTK

Zceff =A A A

A1 2 3

4

+ +


B1 =2

3



B2 =2

3

3times timesFLTK bt


times+ times minus

32

122( )



Zyeff =IYZ

eff

c eff






Rev T 00BS595042 - 12 V2


g = ( )2750 5

pyf







Yceff =A A A

A1 2 3

4

+ +


B1 =ZD FLTK



32

122( )

B2 =ZD FLTK



32

122(( ) )


3

3


3

3


V2 00BS595042 - 13 Rev T

IZeff = B1 + B2 + B3 + B4


Zzeff =IZY

eff

c eff






g = ( )2750 5

pyf


Rev T 00BS595042 - 14 V2




pyr = ( )β β3

2py



= but $ 40g120

1 2 2

ε+ r



V2 00BS595042 - 15 Rev T



Table 00BS595042-1



1 Class 1 Plastic

2 Class 2 Compact


4 Class 4 Slender


Rev T 00BS595042 - 16 V2



Table 00BS595042-2



1 Class 1 Plastic

2 Class 2 Compact


4 Class 4 Slender


V2 00BS595042 - 17 Rev T





Lr

y

y

z

z









Rev T 00BS595042 - 18 V2






V2 00BS595042 - 19 Rev T





Lr

Ey

y

Ez

z






= EFLEY timesLy


= EFLEZ timesLz





Rev T 00BS595042 - 20 V2
















V2 00BS595042 - 21 Rev T















+40 40

2



Rev T 00BS595042 - 22 V2


+40 40

2



8y = 8y(AeffAg)05

8z = 8z(AeffAg)05


py = pyr



py = py 200


V2 00BS595042 - 23 Rev T


pEy =π

λ

2

2E

y

pEz = π

λ

2

2E

z


80 = 02 (B2 E py)05











Rev T 00BS595042 - 24 V2



0y = y (8y 80) 1000 but 0y $ 0

0z = z (8z 80) 1000 but 0z $ 0



pcy =( )

p p

p p

Ey y


pcz =( )

p p

p p

Ez y


Where


2






V2 00BS595042 - 25 Rev T

















Rev T 00BS595042 - 26 V2












qw = pv



V2 00BS595042 - 27 Rev T


qw = pv

If 08 lt 8w lt 125qw = [(1348 56 8w)9] pv

If 8w $ 125qw = 09 pv 8w

Wherepv = 06 pyw

8w = [ pv qe ]05

If ad 1

qe =( )

0 751 1000

2

2

+

a d d t

If ad gt 1

qe = ( )1

0 75 10002

2

+

a d d t







Rev T 00BS595042 - 28 V2










Where

Vf =( ) ( )

( )P d a f p

M M

v f yf

pw pf

1

1 015

2minus

+



andor axial force

=FXAX

MZSZ

+



V2 00BS595042 - 29 Rev T






= 06 py Avy







Rev T 00BS595042 - 30 V2









Avz = AZ



V2 00BS595042 - 31 Rev T















Rev T 00BS595042 - 32 V2



V2 00BS595042 - 33 Rev T














Rev T 00BS595042 - 34 V2






but 15 py Zz













V2 00BS595042 - 35 Rev T










= d t qw









Rev T 00BS595042 - 36 V2















V2 00BS595042 - 37 Rev T














Rev T 00BS595042 - 38 V2






but 15 py Zy













V2 00BS595042 - 39 Rev T







= [2(Fvz Pvz) 1]2




Rev T 00BS595042 - 40 V2








Mb = pb Sz




V2 00BS595042 - 41 Rev T


Mb = pb Zzeff











pb =( )

p p

p p

E y



Rev T 00BS595042 - 42 V2

WherepE = (B2 E 8LT







0LT = LT(8LT 8L0) 1000 but 0LT $ 0


If 8LT 8L0

0LT = 0


0LT = 2LT(8LT 8L0) 1000

If 28L0 8LT 38L0

0LT = 2LT8L0 1000

If 8LT gt 38L0

0LT = LT(8LT 8L0) 1000


V2 00BS595042 - 43 Rev T



= 04(B2 E py)05





8LT = uv y Wλ β








Rev T 00BS595042 - 44 V2



u =4 2

2 2

0 25S

A hz

s

γ






v =( )

1

1 0 052 0 25

+

λy x



V2 00BS595042 - 45 Rev T


x = 0566hs(AJ)05











$W = Zzeff Sz








Rev T 00BS595042 - 46 V2













V2 00BS595042 - 47 Rev T




XMM

z

rzle +10


XMM

y

ryle +10


XMM

MM

z

rz

zy

ry

z

+

le +

1 2

10







Rev T 00BS595042 - 48 V2


Mrz = py Srz



n =F

A py


tnz minus

22

4


BDA

n n2

42

1 1

minus

+

minus( )










V2 00BS595042 - 49 Rev T


Mry = py Sry



n =F

A py

If n tDA Sry = SAD

ny minus

22

4

If n gt tDA Sry =AT

BTA

n n2

84

1 1

minus

+

minus( )










Rev T 00BS595042 - 50 V2












V2 00BS595042 - 51 Rev T





XMM

z

rzle +10


XMM

Y

ryle +10


XMM

MM

z

rz

zy

ry

z

+

le +

1 2

10







Rev T 00BS595042 - 52 V2








X 48331_aFP

m Mp Z

m Mp Z

c

c

z z

y z

y y

y y+ + le +10

X 48331_bFP

m MM

m Mp Z

c

cy

LT LT

b

y y

y y+ + le +10

For class 4 slender

X 48331_aFP

m Mp Z

m Mp Z

c

c

z z

y z eff

y y

y y eff+ + le +

10

X 48331_bFP

m MM

m Mp Z

c

cy

LT LT

b

y y

y y eff+ + le +

10


V2 00BS595042 - 53 Rev T




















Rev T 00BS595042 - 54 V2


48332(a))




X 48332a_1FP

m MM

FP

c

cz

z z

cz

c

cz+ +

le +1 05 10


X 48332a_2FP

m MM

c

cy

LT LT

b+ le +10




48332(b))





V2 00BS595042 - 55 Rev T

( )( )( )

( )( )

m M F P

M F P

m M F P

M F Pz z c cz

cz c cz

y y c cy

cy c cy

1 05

1

1

110

+

minus+

+

minusle +

X 48332b_1FP

m MM

FP

c

cy

y y

cy

c

cy+ +

le +1 10


X 48332b_2FP

m MM

c

cz

yz y

cy+ le +05 10








X 48332c_1FP

m MM

FP

m MM

c

cz

z z

cz

c

cz

yz y

cy+ +

+ le +1 05 05 10


X 48332c_2FP

m MM

m MM

FP

c

cy

LT LT

b

y y

cy

c

cy+ + +

le +1 10


X 48332c_3


Rev T 00BS595042 - 56 V2






V2 00BS595043 - 1 Rev T





bt Classification






g = ( )2750 5

p y


Rev T 00BS595043 - 2 V2



dt Classification






g = ( )2750 5

p y


V2 00BS595043 - 3 Rev T










g = ( )2750 5

p y


Rev T 00BS595043 - 4 V2





Aeff = ( )12εb t

A





g = ( )2750 5

p y


V2 00BS595043 - 5 Rev T





pyr1 = ( )β β31 1

2py

pyr2 = ( )β β32 22

py






= 24g

g = ( )2750 5

p y


Rev T 00BS595043 - 6 V2



Table 00BS595043-1




4 Class 4 Slender


V2 00BS595043 - 7 Rev T





Lr

y

y

z

z









Rev T 00BS595043 - 8 V2






V2 00BS595043 - 9 Rev T





Lr

Ey

y

Ez

z






= EFLEY timesLy


= EFLEZ timesLz






Rev T 00BS595043 - 10 V2















V2 00BS595043 - 11 Rev T









8y = 8y(AeffAg)05

8z = 8z(AeffAg)05



py = pyr


Rev T 00BS595043 - 12 V2


pEy =π

λ

2

2E

y

pEz = π

λ

2

2E

z


80 = 02 (B2 E py)05




0y = y (8y 80) 1000 but 0y $ 0

0z = z (8z 80) 1000 but 0z $ 0



V2 00BS595043 - 13 Rev T


pcy =( )

p p

p p

Ey y


pcz =( )

p p

p p

Ez y


Where


2







Rev T 00BS595043 - 14 V2



V2 00BS595044 - 1 Rev T





Dt Classification






g = ( )2750 5

p y


Rev T 00BS595044 - 2 V2



Dt Classification








g = ( )2750 5

p y


V2 00BS595044 - 3 Rev T


Actual D = OD

Limiting D = 240tg2




g = ( )2750 5

p y





When D 240tg2

Aeff = AD t p y

80 2750 5




Rev T 00BS595044 - 4 V2




g = ( )2750 5

p y




Seff = ( )ZD t p

S Zy

+

minus

minus1485 140 275 10 5








V2 00BS595044 - 5 Rev T




Zeff = ZD t p y

140 2750 25






Rev T 00BS595044 - 6 V2



Table 00BS595044-1




4 Class 4 Slender


V2 00BS595044 - 7 Rev T



Table 00BS595044-2



1 Class 1 Plastic

2 Class 2 Compact


4 Class 4 Slender


Rev T 00BS595044 - 8 V2





Lr

y

y

z

z









V2 00BS595044 - 9 Rev T






Rev T 00BS595044 - 10 V2





yz

Ez

z

Lr

Lr

= =






= EFLEY timesLy


= EFLEZ timesLz





V2 00BS595044 - 11 Rev T

















Rev T 00BS595044 - 12 V2






8y = 8y(AeffAg)05

8z = 8z(AeffAg)05


pEy =π

λ

2

2E

y

pEz = π

λ

2

2E

z


80 = 02 (B2 E py)05




V2 00BS595044 - 13 Rev T



0y = y (8y 80) 1000 but 0y $ 0

0z = z (8z 80) 1000 but 0z $ 0



pcy =( )

p p

p p

Ey y


pcz =( )

p p

p p

Ez y


Where


2





Rev T 00BS595044 - 14 V2













V2 00BS595044 - 15 Rev T












Rev T 00BS595044 - 16 V2

















V2 00BS595044 - 17 Rev T



Rev T 00BS595044 - 18 V2











but 15 py Zz



V2 00BS595044 - 19 Rev T












= (d13 d2



= ID + 04timesTHICK


Rev T 00BS595044 - 20 V2






V2 00BS595044 - 21 Rev T

















Rev T 00BS595044 - 22 V2






V2 00BS595044 - 23 Rev T







but 15 py Zy









Rev T 00BS595044 - 24 V2




= [2(Fvz Pvz) 1]2


= (d13 d2








V2 00BS595044 - 25 Rev T













Rev T 00BS595044 - 26 V2





XMzMrz

10le +


XM yMry

10le +


XMzMrz

z

M yMry

z

10 1 2

+ le +







V2 00BS595044 - 27 Rev T


Mrz = py Srz



n =F

A py

Srz = S nz cos π

2






Mry = py Sry




Rev T 00BS595044 - 28 V2

n =F

A py

Sry = S ny cos π

2






V2 00BS595044 - 29 Rev T













Rev T 00BS595044 - 30 V2






XMzMrz

10le +


XMYMry

10le +


XM zM rz

z

M yM ry

z

10 1 2

+ le +







V2 00BS595044 - 31 Rev T










X 48331_aFcPc

mz MzpyZz

my M ypyZy

10+ + le +

X 48331_bFcPcy

mLT M LT

Mb

my M ypyZy

10 + + le +



Rev T 00BS595044 - 32 V2

X 48331_aFcPc

mz MzpyZeff

my M ypyZeff

10 + + le +

X 48331_bFcPcy

mLT M LTMb

my M ypyZeff

10+ + le +


= FXMb = Mcz

















V2 00BS595044 - 33 Rev T




48333(a))




X 48333a_1FcPcz

mz MzMcz

1 05FcPcz

10 + +

le +


X 48333a_2FcPcy

05mLT M LT

Mcz 10 + le +




Rev T 00BS595044 - 34 V2


48333(b))




X 48333b_1FcPcy

my M yMcy

1 05FcPcy

10 + + le +


X 48333b_2FcPcz

05myz M y

Mcy + le +10








V2 00BS595044 - 35 Rev T


X 48333c_1FcPcz

mz MzMcz

1 05FcPcz

05myz My

Mcy10 + + + le +


X 48333c_2FcPcy

05mLT M LT

Mcz

my M yMcy

1 05FcPcy

10 + + + le +


X 48333c_3( )( )

( )( )( )


Mcz 1 Fc Pcz

my My 1 05 Fc Pcy

Mcy 1 Fc Pcy10

+

minus+

+

minusle +






Rev T 00BS595044 - 36 V2






































































































































End of Document

Title Page


Notices

Table of Contents


Introduction

00BS5950 Code


I Shapes

Single Angles




System Parameters

Control Parameters

Code Parameters



I shapes

Single Angle





File Attachment
00BS5950 Manual


52 - 32



52 - 33


Section Title











52 - 34

Section Title

4369 Ratio $W














52 - 35

Section Title














52 - 36








52 - 37













52 - 38













52 - 39





Material Properties








52 - 40




Slenderness Ratio








52 - 41











52 - 42












52 - 43














52 - 44







NO = Normal load



NO = Normal load

Force Limitation




52 - 45








Output Processing





52 - 46






1 = never

2 = on failure

3 = all checks



1 = no output





52 - 47








52 - 48

Table 00BS59501-3




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


52 - 49





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


52 - 50



a) non-sway mode




b) sway mode



Not held inposition



ExamplePARAMETERS




52 - 51




Normal

DESTLDZ = NO

Destabilizing

DESTLDZ = YES




A1 07LLT 085LLT


A2 075LLT 09LLT


A3 08LLT 095LLT


A4 085LLT 10LLT




A6 10LLT + 2D 12LLT + 2D


A7 12LLT + 2D 14LLT + 2D

ExamplePARAMETERS







52 - 52



52 - 53




IS800-1984

IS80012 IS800 Code










Text Box

GT STRUDLreg


Volume 2 - IS800



V2 ii Rev T


V2 iii Rev T


Revision No



V2 iv Rev T

NOTICES




DISCLAIMER







Copyright copy 2006


ALL RIGHTS RESERVED


V2 v Rev T

Table of Contents

Chapter Page


Notices iv

Disclaimer iv


Table of Contents v




APPENDICES


LIST OF FIGURES



V2 vi Rev T




LIST OF TABLES






V2 IS80011 - 1 Rev T





Rev T IS80011 - 2 V2



V2 IS80011 - 3 Rev T


IS800-1984

IS80012 IS800 Code











Rev T IS80011 - 4 V2



V2 IS80011 - 5 Rev T



Rev T IS80011 - 6 V2



V2 IS80011 - 7 Rev T






Section Title






Rev T IS80011 - 8 V2













V2 IS80011 - 9 Rev T








Rev T IS80011 - 10 V2



V2 IS80011 - 11 Rev T

Table IS8001-1











Rev T IS80011 - 12 V2




Material Properties





Slenderness Ratio



K-Factors



V2 IS80011 - 13 Rev T











Rev T IS80011 - 14 V2










Buckling Length




V2 IS80011 - 15 Rev T







Bending Stress






Rev T IS80011 - 16 V2




Combined Stresses




Force Limitation







V2 IS80011 - 17 Rev T










forces



Rev T IS80011 - 18 V2

Table IS8001-2





V2 IS80011 - 19 Rev T

Table IS8001-3














Rev T IS80011 - 20 V2

Table IS8001-4




Steel GradeASTM

Designation



1 2 3 4 5

A36 3658

3658

3658

3658

3658

A529 4260

NA NA NA NA

A441 5070

5070

4667

4263

4263

A572-G42 4260

4260

4260

4260

4260

A572-G50 5065

5065

5065

5065

5065

A572-G60 6075

6075

NA NA NA

A572-G65 6580

NA NA NA NA

A242 5070

5070

4675

4263

4263

A588 5070

5070

5070

5070

5070



V2 IS8002 - 1 Rev T




Rev T IS8002 - 2 V2



V2 IS8002 - 3 Rev T



Rev T IS8002 - 4 V2

I shapes










V2 IS8002 - 5 Rev T

Channels











Rev T IS8002 - 6 V2

Single Angles










V2 IS8002 - 7 Rev T









= 30 single angles


Rev T IS8002 - 8 V2

Tees











V2 IS8002 - 9 Rev T

Double Angles












Rev T IS8002 - 10 V2

Solid Round Bars





V2 IS8002 - 11 Rev T

Pipes



= 51 pipes


Rev T IS8002 - 12 V2






V2 IS8002 - 13 Rev T

Structural Tubing











Rev T IS8002 - 14 V2



V2 IS8003 - 1 Rev T







Rev T IS8003 - 2 V2

Table IS80031

Parameters in IS800




V2 IS8003 - 3 Rev T


Parameters in IS800




Rev T IS8003 - 4 V2

System Parameters

PRIDTA 1 2


PrintStr NO YES


SUMMARY NO YES


TRACE 1 2 3 4



V2 IS8003 - 5 Rev T





VALUES 1 2 3 4






Rev T IS8003 - 6 V2




V2 IS8003 - 7 Rev T

Control Parameters











Rev T IS8003 - 8 V2







V2 IS8003 - 9 Rev T

Code Parameters





CantiMem NO YES





Rev T IS8003 - 10 V2



V2 IS8003 - 11 Rev T



CODE Required


COMPK NO YES KY KZ





Rev T IS8003 - 12 V2
















V2 IS8003 - 13 Rev T














Rev T IS8003 - 14 V2



V2 IS8003 - 15 Rev T





Print-K YES NO







Rev T IS8003 - 16 V2

SDSWAYY YES NO


SDSWAYZ YES NO








STRERELI YES NO



V2 IS8003 - 17 Rev T



Rev T IS8003 - 18 V2








V2 IS8003 - 19 Rev T



Rev T IS8003 - 20 V2



V2 IS8004 - 1 Rev T




Shape Subsection

I shapes IS80042

Channels IS80043


Tees IS80045


Round Bars IS80047

Pipes IS80048




Rev T IS8004 - 2 V2



V2 IS80041 - 1 Rev T

















(MPa)


Rev T IS80041 - 2 V2
















(mm)


V2 IS80041 - 3 Rev T














Rev T IS80041 - 4 V2



V2 IS80042 - 1 Rev T





If ZDeffc lt ZD







Rev T IS80042 - 2 V2



If ZDeffc ZD

ZDeffc = ZD

Where






If ZDefft lt ZD






V2 IS80042 - 3 Rev T



Rev T IS80042 - 4 V2





If ZDefft ZD

ZDefft = ZD

Where







V2 IS80042 - 5 Rev T


If INTYDec lt INTYD




If INTYDec INTYD

INTYDec = INTYD

Where




Rev T IS80042 - 6 V2


YD YDc





INTYDet = 60t

If INTYDet lt INTYD




If INTYDet INTYD

INTYDet = INTYD

Where



V2 IS80042 - 7 Rev T

t = WBTK



YDt = 100T1

YD YDt




ZDeff = ZDeffc

INTYDe = INTYDec


ZDeff = ZDefft

INTYDe = INTYDet


Rev T IS80042 - 8 V2


but RYeff RY


Where







ZDeff = ZDeffc


V2 IS80042 - 9 Rev T

INTYDe = INTYDec


ZDeff = ZDefft

INTYDe = INTYDet




Where





Rev T IS80042 - 10 V2







Where




V2 IS80042 - 11 Rev T



IZeff = B1 + B2 + B3 + B4

Where





Rev T IS80042 - 12 V2



Where




Where




V2 IS80042 - 13 Rev T






Where



Otherwise


properties

Note



Rev T IS80042 - 14 V2


Actual atcal =


Where






V2 IS80042 - 15 Rev T






Where



Otherwise


Note





Rev T IS80042 - 16 V2


Actual accal =

Allowable acy =

Allowable acz =

Where






y =

z =


V2 IS80042 - 17 Rev T




Otherwise


properties

Note



Rev T IS80042 - 18 V2




Actual btzcal =


Where


Otherwise


Note




V2 IS80042 - 19 Rev T



Rev T IS80042 - 20 V2


Actual bczcal =

Allowable bcz =

Where






Otherwise



V2 IS80042 - 21 Rev T

Note




Rev T IS80042 - 22 V2


When

Tt =

and

d1t =


fcb = 12 fcb

Where

X =

Y =








V2 IS80042 - 23 Rev T





Rev T IS80042 - 24 V2







V2 IS80042 - 25 Rev T




Actual vmycal =

Actual vmzcal =


Where

QY =

QZ =


Actual vaycal =

vazcal =



Rev T IS80042 - 26 V2



Allowable vay

=

Where








V2 IS80042 - 27 Rev T





When

When



Rev T IS80042 - 28 V2







Where




V2 IS80043 - 1 Rev T







If ZDeffc ZD


Where




Rev T IS80043 - 2 V2



V2 IS80043 - 3 Rev T



(Figure IS80043-1)

ZDefft = 20T1





Section 3522)





Rev T IS80043 - 4 V2



Where




YD YDc




V2 IS80043 - 5 Rev T


3522)


INTYDet = 60t



Where


t = WBTK



YDt = 100T1

YD YDt


Rev T IS80043 - 6 V2







Actual atcal =


Where






V2 IS80043 - 7 Rev T







Actual accal =

Allowable acy =

Allowable acz =

Where



Rev T IS80043 - 8 V2





y =

z =



V2 IS80043 - 9 Rev T




Actual btzcal =


Actual Allowable

10 btzcal

btz


Actual bczcal =

Allowable bcz =

Minimum 066f 066

f f

f fy

cb y

cbn

yn 1n

Actual Allowable

10 bczcal

bcz

Where




Rev T IS80043 - 10 V2



V2 IS80043 - 11 Rev T

FLTKWBTK

2 0

INTYDWBTK

13440fy





f k X k Ycccb 1 2

2

1

When

Tt =

and

d1t =


fcb = 12 fcb

Where

X Y 1120

UNLCF FLTKRY YD

2

Y

265 10UNLCF

RY

5

2




Rev T IS80043 - 12 V2









V2 IS80043 - 13 Rev T





Actual bcycal =MYSY


Actual Allowable

10 bcycal

bcy

Where





Actual Allowable

10 btycal

bty

Where



Rev T IS80043 - 14 V2






Actual Allowable

10 bcycal

bcy

Where





Actual Allowable

10 btycal

bty

Where



V2 IS80043 - 15 Rev T

Actual Allowable

10 vmycal

vm

FZAZ

FZ QYIY 2 FLTK

FY

AY

FY QZ

IZ WBTK




Actual vmycal =

Actual vmzcal =


Actual Allowable

10 mzcal

vm

v

Where

QY 2ZD2

FLTKZD4

QZ ZD FLTKYD2

FLTK2

INTYD2

WBTKINTYD

4


Actual vaycal =

vazcal =




Rev T IS80043 - 16 V2


Allowable vay


xt

4000 1xx

y y

y1

w

12

1

2

2

13

Actual Allowable

10 vaycal

vay

Actual Allowable

10 vazcal

vaz

Where








V2 IS80043 - 17 Rev T

accal

y

bczcal

bcz

bcycal

bcyf10

0 6

( AXEFF) 10 accal

ac

btzcal

btz

btycal

bty





When

accal

ac 015

accal

ac

mz bczcal

accal

cczbcz

my bcycal

accal

ccybcy

C

106f

C

106f

10

When

accal

ac 015

accal

ac

bczcal

bcz

bcycal

bcy10




Rev T IS80043 - 18 V2

( AXEFF) 10 atcal

at

bczcal

b z

b ycal

b y

c

c

c

btycal btzcal2





atcal

y

btzcal

y

btycal

y06f 066f 066f10





bcycal bczcal2


Where




V2 IS80044 - 1 Rev T






LEG Minimum of

256 Tf

or

16Teffc

1

y

1



Where





Rev T IS80044 - 2 V2



V2 IS80044 - 3 Rev T



LEGefft = 20T1



Where





Rev T IS80044 - 4 V2


Lr

y

y

z

z




Actual (Lr) = =


Actual Allowable

10




ActualAllowable

10 atcal

at

Where






V2 IS80044 - 5 Rev T

Maximum y z

Actual Allowable

10 accal

acz

Maximum K L

r K L

ry y

y

z z

z

Actual Allowable

10 accal

acy




Actual (KLr) = =


ActualAllowable

10


Actual accal =FXAX

Allowable acy =

Minimum 06f 06

f f

f fy

ccy y

ccyn

yn 1n

Allowable acz =

Minimum 06f 06

f f

f fy

ccz y

cczn

yn 1n


Rev T IS80044 - 6 V2

2

y2

E

2

z2

E

K Lr

y y

y

K L

rz z

z

Where






y =

z =



V2 IS80044 - 7 Rev T

Actual Allowable

10 bczcal

bcz

MZSZS

MZSZ

MZSZ

Actual Allowable

10 btzcal

btz





Actual btzcal =

bczcal =


Where




Actual bczcal =


Rev T IS80044 - 8 V2



V2 IS80044 - 9 Rev T

Actual Allowable

10 btzcal

btz

MZSZS

Minimum 066f 066f f

f fy

cb y

cbn

yn 1n

btzcal =


Allowable bcz =


btz = 066 fy

Actual Allowable

10 bczcal

bcz

Where








Rev T IS80044 - 10 V2

Y 11

20

UNLCF THICK

RY LEG1

2

265 10

UNLCFRY

5

2


f k X k Ycccb 1 2

2

1

When

Tt = 10 20

and

d1t =


fcb = 12 fcb

Where

X =

Y =







V2 IS80044 - 11 Rev T



c2c1 = YC(YD - YC)


Rev T IS80044 - 12 V2

Actual Allowable

10 bczcal

bcz

MZSZ

MZSZ




Actual btzcal =

bczcal =


Actual Allowable

10 btzcal

btz

Where




V2 IS80044 - 13 Rev T

Actual Allowable

10 btzcal

btz

MZSZS

MZSZ


Actual bczcal =

btzcal =


Actual Allowable

10 bczcal

bcz

Where




Rev T IS80044 - 14 V2

Actual Allowable

10 bcycal

bcy

MYSY

MYSYS

MYSYS

MYSY





Actual btycal =

bcycal =


Actual btycal =

bcycal =


Actual Allowable

10 btycal

bty

Where




V2 IS80044 - 15 Rev T

Actual Allowable

10 btycal

bty

MYSYS

MYSY

MYSY

MYSYS



Actual bcycal =

btycal =


Actual bcycal =

btycal =


Allowable bcy =

Minimum 066f 066

f f

f fy

cb y

cbn

yn 1n


bty = 066 fy

Actual Allowable

10 bcycal

bcy

Where





Rev T IS80044 - 16 V2





V2 IS80044 - 17 Rev T

Y 1 120

UNLCF THICKRZ LEG1

2

Y 1 120

UNLCF THICKRZ LEG2

2


f k X k Ycccb 1 2

2

1

When

Tt = 10 20

and


d1t =


d1t =


fcb = 12 fcb

Where


X =


X =


Rev T IS80044 - 18 V2

Y

265 10UNLCF

RZ

5

2









c2c1 = ZC(ZD - ZC)


V2 IS80044 - 19 Rev T

Actual Allowable

10 vmycal

vm


2 (LEG1 LEG2 THICK)

2


2 (LEG1 LEG2 THICK)

2

ActualFZ QY

IY THICKvmzcal

Actual

Allowable 10 vmzcal

vm





IZ THICK


Where


H1 = LEG1 - u + v Tan ()





Rev T IS80044 - 20 V2

v - THICK

Tan ( )


2 (LEG1 LEG2 THICK)

2


2 (LEG1 LEG2 THICK)

2




H1 = LEG1 - u -






V2 IS80044 - 21 Rev T



Rev T IS80044 - 22 V2


Actual vaycal = FY

AY

vazcal =FZAZ


Actual Allowable

10 vaycal

vay

Actual Allowable

10 vazcal

vaz

Where




V2 IS80044 - 23 Rev T

accal

y

bczcal

bcz

bcycal

bcyf10

0 6

( AXEFF) 10 accal

ac

btzcal

btz

btycal

bty





When

accal

ac 015

accal

ac

mz bczcal

accal

cczbcz

my bcycal

accal

ccybcy

C

106f

C

106f

10

When

accal

ac 015

accal

ac

bczcal

bcz

bcycal

bcy10




Rev T IS80044 - 24 V2

( AXEFF) 10 atcal

at

bczcal

b z

b ycal

b y

c

c

c

btycal btzcal2





atcal

06fy

btzcal

066fy

btycal

066fy 10





bcycal bczcal2


Where




V2 IS80045 - 1 Rev T

ZD Minimum of 2

256Tf

or

2 16Teffc

1

y

1














Rev T IS80045 - 2 V2



V2 IS80045 - 3 Rev T

INTYD Minimum of

560Tf

or

35Tec

1

y

1

INTYD Minimum of

800Tf

or

50Tec

1

y

1




Section 3522)







Rev T IS80045 - 4 V2

YD Minimum of

1440Tf

or

90Tc

1

y

1




YD YDc




3522)


INTYDet = 60t






V2 IS80045 - 5 Rev T


YDt = 100T1

YD YDt


Rev T IS80045 - 6 V2

Maximum Lr

Lr

y

y

z

z






Actual Allowable

10




ActualAllowable

10 atcal

at

Where






V2 IS80045 - 7 Rev T

Actual Allowable

10 accal

acz

Actual Allowable

10 accal

acy





r K L

ry y

y

z z

z


ActualAllowable

10


Actual accal =FXAX

Allowable acy =

Minimum 06f 06

f f

f fy

ccy y

ccyn

yn 1n

Allowable acz =

Minimum 06f 06

f f

f fy

ccz y

cczn

yn 1n


Rev T IS80045 - 8 V2

yy y

y =

K Lr

zz z

z =

K Lr

Where





ccy

2

y2

about the Y axis


ccz

2

z2

about the Z axis



V2 IS80045 - 9 Rev T

Actual Allowable

10 bczcal

bcz





Actual btzcal =MZSZ

bczcal = MZSZS


Actual Allowable

10 btzcal

btz

Where






Rev T IS80045 - 10 V2



V2 IS80045 - 11 Rev T

Actual Allowable

10 btzcal

btz

Minimum 066f 066f f

f fy

cb y

cbn

yn 1n

btzcal = MZSZ


Allowable bcz =


btz = 066 fy

Actual Allowable

10 bczcal

bcz


Rev T IS80045 - 12 V2

Actual Allowable

10 bczcal

bcz





bczcal = MZSZ


Actual Allowable

10 btzcal

btz

Where





btzcal = MZSZS



V2 IS80045 - 13 Rev T

Actual Allowable

10 btzcal

btz

Allowable bcz =

Minimum 066f 066

f f

f fy

cb y

cbn

yn 1n


btz = 066 fy

Actual Allowable

10 bczcal

bcz

Where








Rev T IS80045 - 14 V2

FLTKWBTK

2 0

INTYDWBTK

13440fy

Y 11

20

UNLCF FLTK

RY YD

2

265 105

UNLCFRY

2


f k X k Ycccb 1 2

2

1

When

Tt =

and

d1t =


fcb = 12 fcb

Where

X =

Y =

k1 = 10 for Tees






V2 IS80045 - 15 Rev T




k2 = 05


k2 = -10


c2c1 = YC(YD - YC)


Rev T IS80045 - 16 V2






Actual Allowable

10 bcycal

bcy


V2 IS80045 - 17 Rev T

Actual Allowable

10 vmycal

vm

ActualFZ QY

IY FLTKvmzcal

Actual Allowable

10 vmzcal

vm




Actual FY QZ

IZ WBTKvmycal


Where

QYZD2

FLTKZD4

QZ ZD FLTKYD2

FLTK2

INTYD2

WBTKINTYD

4



vazcal =FZAZ




Rev T IS80045 - 18 V2


Allowable vay


xt

4000 1xx

y y

y1

w

12

1

2

2

13

Actual Allowable

10 vaycal

vay

Actual Allowable

10 vazcal

vaz

Where








V2 IS80045 - 19 Rev T

accal

y

bczcal

bcz

bcycal

bcyf10

0 6

( AXEFF) 10 accal

ac

btzcal

btz

btycal

bty





When

accal

ac 015

accal

ac

mz bczcal

accal

cczbcz

my bcycal

accal

ccybcy

C

106f

C

106f

10

When

accal

ac

015

accal

ac

bczcal

bcz

bcycal

bcy10




Rev T IS80045 - 20 V2

( AXEFF) 10 atcal

at

bczcal

b z

b ycal

b y

c

c

c

btycal btzcal2





atcal

06fy

btzcal

066fy

btycal

066fy 10





bcycal bczcal2


Where




V2 IS80046 - 1 Rev T

LEG Minimum of 256T

f or

16Teffc

1

y

1













Rev T IS80046 - 2 V2



V2 IS80046 - 3 Rev T



Rev T IS80046 - 4 V2



(Table Property)



LEGefft = 20T1









(Table Property)


V2 IS80046 - 5 Rev T

INTYD Minimum of

560Tf

or

35Tec

1

y

1

INTYD Minimum of

800Tf

or

50Tec

1

y

1


Section 3522)











Rev T IS80046 - 6 V2

YD Minimum of

1440Tf

or

90Tc

1

y

1



(Table Property)


YD YDc




3522)


INTYDet = 60t








V2 IS80046 - 7 Rev T




(Table Property)


YDt = 100T1

YD YDt


Rev T IS80046 - 8 V2





r

Lr

y

y

z

z


Actual Allowable

10




ActualAllowable

10 atcal

at

Where






V2 IS80046 - 9 Rev T

Actual Allowable

10 accal

acz

Actual Allowable

10 accal

acy





r K L

ry y

y

z z

z


ActualAllowable

10


Actual accal =FXAX

Allowable acy =

Minimum 06f 06

f f

f fy

ccy y

ccyn

yn 1n

Allowable acz =

Minimum 06f 06

f f

f fy

ccz y

cczn

yn 1n


Rev T IS80046 - 10 V2

yy y

y =

K Lr

zz z

z =

K Lr

Where





ccy

2

y2

about the Y axis


ccz

2

z2

about the Z axis



V2 IS80046 - 11 Rev T

Actual Allowable

10 bczcal

bcz






Actual btzcal =MZSZ

bczcal = MZSZS


Actual Allowable

10 btzcal

btz

Where




Rev T IS80046 - 12 V2



V2 IS80046 - 13 Rev T

Actual Allowable

10 btzcal

btz



btzcal = MZSZ


Allowable bcz =

Minimum 066f 066

f f

f fy

cb y

cbn

yn 1n


btz = 066 fy

Actual Allowable

10 bczcal

bcz


Rev T IS80046 - 14 V2

Actual Allowable

10 bczcal

bcz






bczcal = MZSZ


Actual Allowable

10 btzcal

btz

Where





btzcal = MZSZS


V2 IS80046 - 15 Rev T

Actual Allowable

10 btzcal

btz


Allowable bcz =

Minimum 066f 066

f f

f fy

cb y

cbn

yn 1n


btz = 066 fy

Actual Allowable

10 bczcal

bcz

Where








Rev T IS80046 - 16 V2

LEG1 - THICKTHICK

13440fy

LEG2 - THICKTHICK

13440fy

THICK2 THICK

2 0

X Y 1120

UNLCF THICKRY YD

2

Y

265 10UNLCF

RY

5

2


f k X k Ycccb 1 2

2

1

When

Tt =

and


d1t =


d1t =


fcb = 12 fcb

Where




V2 IS80046 - 17 Rev T





k2 = 05


k2 = -10


c2c1 = YC(YD - YC)


Rev T IS80046 - 18 V2







Actual Allowable

10 bcycal

bcy


V2 IS80046 - 19 Rev T

Actual Allowable

10 vmycal

vm

ActualFZ QY

IY THICKvmzcal

Actual

Allowable 10 vmzcal

vm




Actual FY QZ

IZ 2 THICKvmycal


Where

QYZD2

THICKZD4


QZ D THICKYD2

THICK2

LEG1- THICK2

THICKLEG1- THICK

4

Z 2


QZ D THICKYD2

THICK2

LEG2 - THICK2

THICKLEG2 - THICK

4

Z 2


Rev T IS80046 - 20 V2


Actual vaycal = FY

AY

vazcal =FZAZ




Allowable vay


x2 THICK

4000 1xx

y y

y1

12

1

2

2

13

Actual Allowable

10 vaycal

vay

Actual Allowable

10 vazcal

vaz

Where





V2 IS80046 - 21 Rev T

accal

y

bczcal

bcz

bcycal

bcyf10

0 6

( AXEFF) 10 accal

ac

btzcal

btz

btycal

bty





When

accal

ac 015

accal

ac

mz bczcal

accal

cczbcz

my bcycal

accal

ccybcy

C

106f

C

106f

10

When

accal

ac 015

accal

ac

bczcal

bcz

bcycal

bcy10




Rev T IS80046 - 22 V2

( AXEFF) 10 atcal

at

bczcal

b z

b ycal

b y

c

c

c

btycal btzcal2





atcal

06fy

btzcal

066fy

btycal

066fy 10





bcycal bczcal2


Where




V2 IS80047 - 1 Rev T


r

Lr

y

y

z

z





Actual (Lr) ==


Actual Allowable

10


Actual atcal =FX

AX(PF)


ActualAllowable

10 atcal

at

Where






Rev T IS80047 - 2 V2

Actual Allowable

10 accal

acz

Actual Allowable

10 accal

acy





r K L

ry y

y

z z

z


ActualAllowable

10


Actual accal =FXAX

Allowable acy =

Minimum 06f 06

f f

f fy

ccy y

ccyn

yn 1n

Allowable acz =

Minimum 06f 06

f f

f fy

ccz y

cczn

yn 1n

Where



V2 IS80047 - 3 Rev T

yy y

y =

K Lr

zz z

z =

K Lr




ccy

2

y2

about the Y axis


ccz

2

z2

about the Z axis



Rev T IS80047 - 4 V2






Actual Allowable

10 btzcal

btz


V2 IS80047 - 5 Rev T



Rev T IS80047 - 6 V2






Actual Allowable

10 bcycal

bcy


V2 IS80047 - 7 Rev T

Actual Allowable

10 vmycal

vm

Actual Allowable

10 vazcal

vaz

4 FY3 AX




Actual vmycal =

Actual vmzcal =


Actual Allowable

10 mzcal

vm

v

Where




vazcal =FZAZ


Actual Allowable

10 vaycal

vay

4 FZ3 AX


Rev T IS80047 - 8 V2

accal

y

bczcal

bcz

bcycal

bcyf10

0 6

2 2





When

accal

ac 015

accal

ac

mz bczcal

accal

cczbcz

my bcycal

accal

ccybcy

C

106f

C

106f

10

13

13

2 2

When

accal

ac 015

accal

ac

bczcal

bcz

bcycal

bcy10

2 2



V2 IS80047 - 9 Rev T

atcal

y

btzcal

y

btycal

y06f

066f

2

066f

2

10

bcycal2

bczcal2

vmycal2

vmzcal2

y3 f ( ) 0 9







Where




Rev T IS80047 - 10 V2



V2 IS80048 - 1 Rev T






r

Lr

y

y

z

z


Actual Allowable

10




ActualAllowable

10 atcal

at

Where




Rev T IS80048 - 2 V2




V2 IS80048 - 3 Rev T

Actual Allowable

10 accal

acz

Actual Allowable

10 accal

acy





r K L

ry y

y

z z

z


ActualAllowable

10


Actual accal =FXAX

Allowable acy =

Minimum 06f 06

f f

f fy

ccy y

ccyn

yn 1n

Allowable acz =

Minimum 06f 06

f f

f fy

ccz y

cczn

yn 1n


Rev T IS80048 - 4 V2

yy y

y =

K Lr

zz z

z =

K Lr

Where





ccy

2

y2

about the Y axis


ccz

2

z2

about the Z axis



V2 IS80048 - 5 Rev T






Actual Allowable

10 btzcal

btz


Rev T IS80048 - 6 V2



V2 IS80048 - 7 Rev T






Actual Allowable

10 bcycal

bcy


Rev T IS80048 - 8 V2

ActualFY QZ

IY 2 THICKvmycal

Actual Allowable

10 vmycal

vm




ActualFY QZ

IZ 2 THICKvmycal


Actual Allowable

10 mzcal

vm

v

Where

QY QZ23

OD2

ID2

3 3



vazcal =FZAZ


Actual Allowable

10 vaycal

vay

Actual Allowable

10 vazcal

vaz


V2 IS80048 - 9 Rev T

accal

y

bczcal

bcz

bcycal

bcyf10

0 6

2 2





When

accal

ac 015

accal

ac

mz bczcal

accal

cczbcz

my bcycal

accal

ccybcy

C

106f

C

106f

10

13

13

2 2

When

accal

ac 015

accal

ac

bczcal

bcz

bcycal

bcy10

2 2



Rev T IS80048 - 10 V2

atcal

y

btzcal

y

btycal

06f

066f

066f 10

2 2

bcycal2

bczcal2

vmycal2

vmzcal2

y3 f ( ) 0 9







Where




V2 IS80049 - 1 Rev T






r

L

ry

y

z

z


Actual Allowable

10




ActualAllowable

10 atcal

at

Where






Rev T IS80049 - 2 V2

Actual Allowable

10 accal

acz

Actual Allowable

10 accal

acy





r K L

ry y

y

z z

z


ActualAllowable

10


Actual accal =FXAX

Allowable acy =

Minimum 06f 06

f f

f fy

ccy y

ccyn

yn 1n

Allowable acz =

Minimum 06f 06

f f

f fy

ccz y

cczn

yn 1n

Where



V2 IS80049 - 3 Rev T

yy y

y =

K Lr

zz z

z =

K Lr




ccy

2

y2

about the Y axis


ccz

2

z2

about the Z axis



Rev T IS80049 - 4 V2

Actual Allowable

10 btzcal

btz






Actual Allowable

10 bczcal

bcz


V2 IS80049 - 5 Rev T



Rev T IS80049 - 6 V2






Actual Allowable

10 bcycal

bcy


V2 IS80049 - 7 Rev T

Actual Allowable

10 vmycal

vm

QY

ZD8

YD2

QZ

YD8

ZD2


Actual

Allowable 10

vmzcal

vm






Where



vazcal =FZAZ


Actual Allowable

10 vaycal

vay

Actual Allowable

10 vazcal

vaz


Rev T IS80049 - 8 V2

accal

y

bczcal

bcz

bcycal

bcyf10

0 6





When

accal

ac 015

accal

ac

mz bczcal

accal

cczbcz

my bcycal

accal

ccybcy

C

106f

C

106f

10

When

accal

ac 015

accal

ac

bczcal

bcz

bcycal

bcy10



V2 IS80049 - 9 Rev T




atcal

y

btzcal

y

btycal

y06f 066f 066f 10




bcycal bczcal2


Where




Rev T IS80049 - 10 V2



V2 IS800410 - 1 Rev T











Where





Rev T IS800410 - 2 V2



V2 IS800410 - 3 Rev T

INTYD Minimum of

2 560Tf

or

2 35Tec

1

y

1








Section 3522)





Rev T IS800410 - 4 V2

INTYD Minimum of

2 800Tf

or

2 50Tec

1

y

1

YD Minimum of

2 1440Tf

or

2 90Tc

1

y

1






YD YDc




3522)




V2 IS800410 - 5 Rev T






YDt = 100T1

YD YDt


Rev T IS800410 - 6 V2





Lzrz


Actual Allowable

10




ActualAllowable

10 atcal

at

Where






V2 IS800410 - 7 Rev T

Actual Allowable

10 accal

acz

Actual Allowable

10 accal

acy






r K L

ry y

y

z z

z


ActualAllowable

10


Actual accal =FXAX

Allowable acy =

Minimum 06f 06

f f

f fy

ccy y

ccyn

yn 1n

Allowable acz =

Minimum 06f 06

f f

f fy

ccz y

cczn

yn 1n


Rev T IS800410 - 8 V2

yy y

y =

K Lr

zz z

z =

K Lr

Where





ccy

2

y2

about the Y axis


ccz

2

z2

about the Z axis



V2 IS800410 - 9 Rev T




Actual btzcal =MZSZ


Actual Allowable

10 btzcal

btz


Actual bczcal =MZSZ

Allowable bcz =

Minimum 066f 066

f f

f fy

cb y

cbn

yn 1n

Actual Allowable

10 bczcal

bcz

Where




Rev T IS800410 - 10 V2



V2 IS800410 - 11 Rev T

FLTKWBTK

2 0

INTYDWBTK

13440fy





f k X k Ycccb 1 2

2

1

When

Tt =

and

d1t =


fcb = 12 fcb

Where

X Y 1120

UNLCF FLTKRY YD

2

Y

265 10UNLCF

RY

5

2




Rev T IS800410 - 12 V2










V2 IS800410 - 13 Rev T







Actual Allowable

10 bcycal

bcy


Rev T IS800410 - 14 V2

Actual

Allowable 10 vmycal

vm

QZ

INTYD4

WBTK ZD FLTKYD2

2

FZ QYIY 2 FLTK





IZ 2 WBTK

Actual vmzcal =


Actual

Allowable 10 vmzcal

vm

Where

QY

ZD4

FLTK INTYD WBTKZD2

2



vazcal =FZAZ


V2 IS800410 - 15 Rev T


Actual Allowable

10 vaycal

vay

Actual Allowable

10 vazcal

vaz

Where




Rev T IS800410 - 16 V2

accal

y

bczcal

bcz

bcycal

bcyf10

0 6





When

accal

ac 015

accal

ac

mz bczcal

accal

cczbcz

my bcycal

accal

ccybcy

C

106f

C

106f

10

When

accal

ac 015

accal

ac

bczcal

bcz

bcycal

bcy10



V2 IS800410 - 17 Rev T

btycal btzcal2





atcal

y

btzcal

y

btycal

y06f 066f 066f 10




bcycal bczcal2


Where




Rev T IS800410 - 18 V2






































































































































End of Document

Title Page

Revision History


Table of Contents

IS800 Code

Introduction

Code Parameters





System Parameters

Control Parameters

Code Parameters

Provisions of IS800


I shapes

Channels

Single Angles

Tees

Double Angles

Round Bars

Pipes


Structural Tubing

Appendices




File Attachment
IS800 Manual


52 - 54



52 - 55



52 - 56



52 - 57






Section Title






52 - 58













52 - 59








52 - 60



52 - 61

Table IS8001-1











52 - 62




Material Properties





Slenderness Ratio



K-Factors







52 - 63















52 - 64












Buckling Length




52 - 65







Bending Stress






52 - 66




Combined Stresses




Force Limitation







52 - 67













52 - 68

Table IS8001-2





52 - 69

Table IS8001-3














52 - 70

Table IS8001-4




Steel GradeASTM

Designation



1 2 3 4 5

A36 3658

3658

3658

3658

3658

A529 4260

NA NA NA NA

A441 5070

5070

4667

4263

4263

A572-G42 4260

4260

4260

4260

4260

A572-G50 5065

5065

5065

5065

5065

A572-G60 6075

6075

NA NA NA

A572-G65 6580

NA NA NA NA

A242 5070

5070

4675

4263

4263

A588 5070

5070

5070

5070

5070



52 - 71

524 ACI Code 318-99







52 - 72
















Grade 60











1051 200FY





52 - 73

Notes







52 - 74



52 - 75





CIR36
















52 - 76




























52 - 77

526 ASD9-E Code









Text Box
Joan
Note
Marked set by Joan

GT STRUDLreg


Volume 2 - ASD9-E



Rev T ii V2


V2 iii Rev T


Revision No


T 2006

V2 iv Rev T

NOTICES




DISCLAIMER







Copyright copy 2006


ALL RIGHTS RESERVED


V2 v Rev T

Table of Contents

Chapter Page

NOTICES iv

DISCLAIMER iv


Table of Contents v





Figures



Tables




V2 vi Rev T































Table ASD9-E1-1









Material Properties













Slenderness Ratio



K-Factors
































Buckling Length

















Bending Stress










Combined Stresses




Force Limitation
















1 = never

2 = on failure

3 = all checks



1 = no output









Table ASD9-E1-2





































European Tables




















Table ASD9-E1-3



Steel GradeASTM

Designation



1 2 3 4 5

A36 3658

3658

3658

3658

3658

A529 4260

NA NA NA NA

A441 5070

5070

4667

4263

4263

A572-G42 4260

4260

4260

4260

4260

A572-G50 5065

5065

5065

5065

5065

A572-G60 6075

6075

NA NA NA

A572-G65 6580

NA NA NA NA

A242 5070

5070

4667

4263

4263

A588 5070

5070

5070

5070

5070











I Shapes
































= 10 W shapes

= 11 S shapes

= 12 HP shapes

= 13 M shapes












Table ASD9-E3-1





AXEFF 00 Real value

CantiMem NO YES






COMPK NO YES KY KZ

FLTORBUK YES NO














KX 10 Real value

KY 10 Real value







KZ 10 Real value







Print-K YES NO

PrintStr NO YES




SDSWAYY YES NO

SDSWAYZ YES NO




SUMMARY1 NO YES


TRACE1 4 1 2 3




VALUES1 1 2 3 4



System Parameters

PrintStr NO YES


SUMMARY NO YES


TRACE 1 2 3 4










VALUES 1 2 3 4









Control Parameters



















Code Parameters







CantiMem NO YES






CB = 175 + 105 (M1M2) + 03 (M1M2)2 lt 23














CODE Required


COMPK NO YES KY KZ






FLTORBUK YES NO

















































Print-K YES NO










SDSWAYY YES NO


SDSWAYZ YES NO




































































axis (ksi)



=





















































Actual lr =



Actual ft =



Actual ft =







Actual Klr =



Actual bt =



Otherwise Qs = 10




Actual htw =

Allowable htw =


Otherwise Qa = 10




ASD Eq C-E2-2

Where








LRFD Eq A-E3-5

Where


(parameter LX)



When Klr lt CNc =



Actual fa =

Where

Allowable Fa =


Where

Klr =

Q = Qs Qa


When Klr $ CNc = or


Actual fa =

Allowable Fa =



Where

Klr =

Q = Qs Qa






Actual bt =

Allowable bt =




Actual dtw = DTW

Allowable dtw =

Where

fa =






Actual dtw = DTW

Allowable dtw =

Where

fa =



If MZ $ 00

Actual Lb = UNLCFTF

If MZ lt 00

Actual Lb = UNLCFBF

Allowable Lc =

ASD Eq F1-2







Table ASD9-E42-1



0 Compact Section

1 Fail bt ratio

4 Fail dtw ratio







If COMPACT = 0

Fy 650 ksi





Fy 650 ksi







ASD Eq F1-3






Fy gt 650








ASD Eq F1-2

When

ASD Eq F1-6



When

ASD Eq F1-7


ASD Eq F1-8

















ASD Eq F2-3









When



When

ASD Eq F4-2



Where












ASD Eq H2-1







ASD Eq H1-1


ASD Eq H1-2


ASD Eq C-H1-2



ASD Eq C-H1-2





ASD Eq H1-3







bt = BF2TF

ht = INTYD FLTK

ASD Eq A-B5-3

ASD Eq A-B5-4


ASD Eq A-B5-8

ASD Eq A-B5-10



Where

b = INTYD

t = WBTK









































































































































End of Document

Title Page



Table of Contents


Introduction

ASD9-E Code





I Shapes


System Parameters

Control Parameters

Code Parameters







File Attachment
ASD9-E Manual


52 - 78



52 - 79




52 - 80



52 - 81

Table ASD9-E1-1









Material Properties






52 - 82







Slenderness Ratio



K-Factors









52 - 83
















52 - 84







Buckling Length










52 - 85







Bending Stress







52 - 86



Combined Stresses




Force Limitation










52 - 87






1 = never

2 = on failure

3 = all checks



1 = no output





52 - 88



52 - 89























52 - 90














European Tables






52 - 91













52 - 92

Table ASD9-E1-3



Steel GradeASTM

Designation



1 2 3 4 5

A36 3658

3658

3658

3658

3658

A529 4260

NA NA NA NA

A441 5070

5070

4667

4263

4263

A572-G42 4260

4260

4260

4260

4260

A572-G50 5065

5065

5065

5065

5065

A572-G60 6075

6075

NA NA NA

A572-G65 6580

NA NA NA NA

A242 5070

5070

4667

4263

4263

A588 5070

5070

5070

5070

5070



52 - 93




(ALONG)

(CUT ai )


ASTM UNESCO


11 2

2 1

3 2

4 3

minusrarr⎛

⎝⎜⎞⎠⎟

⎧⎨⎪

⎩⎪

⎫⎬⎪

⎭⎪minus

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

rarr⎧⎨⎩

⎫⎬⎭minus

⎧⎨⎪

⎩⎪

⎫

)

⎬⎪

⎭⎪minus

rarr⎧⎨⎩

⎫⎬⎭

minusINNER (LAYER)



4 5

6









52 - 94

where















Explanation




52 - 95








52 - 96

Requirements






Usage



52 - 97





52 - 98






Cut 1-1




52 - 99




DESIGN SLAB Top 5 130 2862 15610064 13543815












SLAB CROSS-SECTION


12000 1200 400000 6000000 0750 Inner



TOP 5 13000 2862 15610064280 13543814844 PASSES



52 - 100

Cut 2-2



















52 - 101


SLAB CROSS-SECTION


12000 1200 400000 6000000 0750 Outer




BOTTOM M14 10000 2864 16649207190 6713581875 PASSES


52 - 102



53 - 1

( ) ( )e e eσ σ σL2

= dT

Ω

Ωint⎛

⎝

⎜⎜

⎞

⎠

⎟⎟

1 2











53 - 2

( ) ( )σ σ σL2

= N N dT

T

Ω

Ωint sdot⎛

⎝

⎜⎜

⎞

⎠

⎟⎟

1 2

ησ

σ

σ =

ee

100+

times












53 - 3

Value - ValueValue

100Max Min

Avgtimes


Value 100

Max Avg Min Avg

Avg

times

Value - ValueValue

100Max Min

VectorMaxtimes


Value 100

Max Avg Min Avg

VectorMax

times









53 - 4



1 Enter GTMenu







53 - 5









Tabular form


i a

INCIDENCESi a

i a

GLOBAL LOCAL


i a

INCIDENCESi a

i a

GLO

D

D

S

S

E

E


D

D

S

S

E

E

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

rarr⎧⎨⎩

⎫⎬⎭

minus

bullbullbull

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

rarr

( )

( )BAL




⎧⎨⎩

⎫⎬⎭

minus


53 - 6

Elements











53 - 7

i a

INCIDENCESi a

i a

GLOBAL LOCAL


D

D

S

S

E

E


⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

rarr⎧⎨⎩

⎫⎬⎭

minus( )

INCIDENCES ia

S

S

⎧⎨⎩

⎫⎬⎭

ia

D

D

⎧⎨⎩

⎫⎬⎭

Explanation



Element name




53 - 8


⎩⎪

⎫⎬⎪

⎭⎪

( )

CTX 0 0 0 0 0CTY 0 0 0 0


CRY 0CRZ

⎡

⎣

⎢⎢⎢⎢⎢⎢⎢⎢

⎤

⎦

⎥⎥⎥⎥⎥⎥⎥⎥








53 - 9

Modifications


Example




Errors







53 - 10











53 - 11


General form


Explanation


Example







53 - 12

Errors







53 - 13


i a

D

D

D

D

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭


General form

Elements


Explanation



53 - 14



54 - 1



R

R

1 2 3

⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪





General form

Elements



Explanation



54 - 2









54 - 3

Examples






Error Messages










54 - 4








54 - 5

542 COUTPUT Command


where


Explanation





Usage




54 - 6



COUTPUT STANDARD



54 - 7


1

1

⎧⎨⎩

⎫⎬⎭

minus


JOINT i

a2

X v4 Y v5 Z v6

JOINT i

a2

X v4 Y v5 Z v6

JOINT i

a2

X v4 Y v5

2 2 2

( (Y

⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪

⎧

⎨

⎪⎪

⎩

⎪⎪

⎫

⎬

⎪⎪

⎭

⎪⎪

⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪

⎧

⎨

⎪⎪

⎩

⎪⎪

⎫

⎬

⎪⎪

⎭

⎪⎪

⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪

Z v6

⎧

⎨

⎪⎪

⎩

⎪⎪

⎫

⎬

⎪⎪

⎭

⎪⎪

⎧

⎨

⎪⎪⎪⎪

⎩

⎪⎪⎪⎪

⎫

⎬

⎪⎪⎪⎪

⎭

⎪⎪⎪⎪


General form

Explanation








54 - 8






54 - 9

Examples


ORIGIN 00 150 00 R1 30












54 - 10


listrarr⎧⎨⎩

⎫⎬⎭


General form

Explanation



54 - 11

SET ELEMENTS HASHED

SEQUENTIAL

⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪








54 - 12



54 - 13




General Form


A A A

Elements


Where





54 - 14


General Form


A A A

Elements


54 - 15

Where









LINE 2 - 500


ARC TEMPLATE 3

CENTERED ARC 3

BEZIER CURVE 2 - 10

SPLINE CURVE 2 - 10


54 - 16

End of Document

Title Page

NOTICES

Table of Contents




Dynamics

Elastic Buckling

General

GTMenu


Model Wizard

Nonlinear Analysis


Offshore


Rigid Bodies

Scope Editor

Static Analysis

Steel Design

Steel Tables

Utility Programs


Dynamic Analysis

Finite Elements

General

GTMenu

Model Wizard

Nonlinear Analysis

Offshore


Static Analysis

Steel Design


Finite Elements

General InputOutput

GTMenu

Rigid Bodies

Scope Environment


Introduction





ACI Code 318-99


ASD9-E Code






ROTATE LOAD Command

COUTPUT Command





- iii -

Table of Contents

NOTICES ii

DISCLAIMER ii


CHAPTER 1

Introduction 1-1

CHAPTER 2



22 Dynamics 2-1


24 General 2-6

25 GTMenu 2-13





210 Offshore 2-39








- iv -











- v -








- vi -



1 - 1

Chapter 1

Introduction







524 ACI Code 318-99


526 ASD9-E Code






1 - 2



542 Coutput Command







2 - 1

Chapter 2







22 Dynamics




2 - 2





DISPLACEMENT


)

name (FACTOR s)

⎧

⎨⎪⎪

⎩⎪⎪

⎫

⎬⎪⎪

⎭⎪⎪

⎧⎨⎩

⎫⎬⎭

rarrminus

v1 t1 v2 t2 vn tn


JOINTS

NODESlist

DISPLACEMENT

VELOCITY

ACCELERATION

TRANSLATION

ROTATION

X

Y

Z

file specs

function specs

(START (TIME) v )

where


function specsSINE


5

1

2 3 4

⎧⎨⎩

⎫⎬⎭

⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪

⎧⎨⎩

⎫⎬⎭

⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

minus

=

=


2 - 3


UNITS CYCLES

TRANSIENT LOADING 1











2 - 4





------------------------------------------------------------------------------



70 0772800 010000 0869400 011100 0966000 012500 112700 014300 128800 016700 154560 020000 238280 030000 108514 060000 148120 19020 148120 10000

90 0386400 010000 0434700 011100 0483000 012500 0563500 014300 0644000 016700 0772800 020000 119140 030000 542570 060000 740600 19020 740600 10000



2 - 5





23 Elastic Buckling




2 - 6

24 General


Old format


New format




EXISTING

MEMBERS

ELEMENTS

NLS

CABLES

ONLY )

ACTIVE

INACTIVE

ACTIVE AND INACTIVE

(list2

)

(BUT list3

) (PLUS list4

)

( ( )

⎧

⎨⎪⎪

⎩⎪⎪

⎫

⎬⎪⎪

⎭⎪⎪

⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪

rarr

minus


2 - 7







where




YZ

X Y Z



rarrminus


2 - 8





MOMENT ARM


GENERATE (LOAD)

X

Y

Z


⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪

)

( (INITIAL)i1 a1

)PRINT ON

PRINT OFF

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

rarrminus


⎧⎨⎪

⎩⎪

⎫⎬⎪

⎭⎪


2 - 9

INITIAL a1


CREATE GROUP







TH-PIPE = thickness






2 - 10

f f f fmin a by2

bz2= minus +

f f f fmax a by2

bz2= + +












2 - 11













2 - 12







2 - 13

25 GTMenu




2 - 14





2 - 15





2 - 16




2 - 17




2 - 18




2 - 19




2 - 20




2 - 21




2 - 22



2 - 23



2 - 24




Color Map





2 - 25




2 - 26




2 - 27


2 - 28






2 - 29







2 - 30














2 - 31






2 - 32










2 - 33






Text Input File



2 - 34








2 - 35





2 - 36




2 - 37



2 - 38

27 Model Wizard







2 - 39








210 Offshore



2 - 40










⎧⎨⎩

⎫⎬⎭




2 - 41






212 Rigid Bodies



2 - 42


213 Scope Editor


1 Improved Options



2 - 43








2 - 44

Examples






2 - 45

214 Static Analysis








NJP i


⎧ ⎫⎪ ⎪⎨ ⎬⎪ ⎪⎩ ⎭


2 - 46

215 Steel Design


Table CAN97



Combined Stresses






2 - 47









2 - 48



216 Steel Tables









3 - 1

CHAPTER 3

ERROR CORRECTIONS


31 Dynamic Analysis






3 - 2

32 Finite Elements


33 General









3 - 3













3 - 4






35 Model Wizard








3 - 5


37 Offshore







39 Static Analysis



3 - 6

310 Steel Design




4 - 1

CHAPTER 4

KNOWN DEFICIENCIES


41 Finite Elements









4 - 2








(GPRF 9926)








4 - 3





(GPRF 200414)

43 GTMenu



(GPRF 9518)



(GPRF 9521)



4 - 4



(No GPRF issued)



(No GPRF issued)

44 Rigid Bodies






51 - 1

CHAPTER 5

PRERELEASE FEATURES

51 Introduction










524 ACI Code 318-99


526 ASD9-E Code



51 - 2






542 Coutput Command






52 - 1












Joan
LRFD3 Manual

GT STRUDLreg


Volume 2 - LRFD3



Rev T ii V2


V2 iii Rev T


Revision No


T 2006

V2 iv Rev T


V2 v Rev T

NOTICES




DISCLAIMER







Copyright copy 2006


ALL RIGHTS RESERVED


V2 vi Rev T


V2 vii Rev T

Table of Contents

Chapter Page

NOTICES v

DISCLAIMER v






List of Figures


List of Tables





V2 viii Rev T







































Section Title




Section Title












Section Title


compression


Section Title



Section Title





Section Title
























is equal to 165 ksi

Material Properties















Slenderness Ratio



K-Factors


KZ






























Buckling Length














Bending Strength











Channel Parameter





Tee Parameter































































Force Limitation























forces




























ments 1 2 and 3





















Table LRFD31-4



Steel GradeASTM

Designation




A36 3658

3658

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






Steel GradeASTM

Designation




A992a 5065

5065

5065

5065

5065

A242 5070

5070

46b

67b42a

63a42a

63a

A588 5070

5070

5070

5070

5070





Table LRFD31-5



Steel GradeASTM

Designation




A53-GB NA 3560

NA

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



V2 LRFD32 - 1 Rev T




Rev T LRFD32 - 2 V2



V2 LRFD32 - 3 Rev T



Rev T LRFD32 - 4 V2

I shapes










V2 LRFD32 - 5 Rev T





Rev T LRFD32 - 6 V2

Channels









V2 LRFD32 - 7 Rev T

Single Angles












Rev T LRFD32 - 8 V2








= 30 single angles


V2 LRFD32 - 9 Rev T

Tees
















Double Angles













Solid Round Bars






Round HSS (Pipes)


























V2 LRFD33 - 1 Rev T







Rev T LRFD33 - 2 V2

Table LRFD331

Parameters in LRFD3




V2 LRFD33 - 3 Rev T


Parameters in LRFD3




Rev T LRFD33 - 4 V2

System Parameters

PrintLim NO YES


SUMMARY NO YES


TRACE 1 2 3 4





V2 LRFD33 - 5 Rev T


VALUES 1 2 3 4





Rev T LRFD33 - 6 V2

Control Parameters











V2 LRFD33 - 7 Rev T









Rev T LRFD33 - 8 V2

Code Parameters








V2 LRFD33 - 9 Rev T



CantiMem NO YES




LRFD Eq F1-3

where











LRFD Eq F1-3

where









CODE Required


COMPK NO YES KY KZ











Dstiff 24 10 18















































































Print-K YES NO










SDSWAYY YES NO


SDSWAYZ YES NO























Tipping YES NO














































































































































End of Document

Title Page

Revision History

NOTICES

Table of Contents


Introduction







File Attachment
LRFD3 Manual


52 - 2



52 - 3



52 - 4



52 - 5








52 - 6












52 - 7

Section Title



compression


Section Title



Section Title




52 - 8

Section Title


Force







52 - 9










52 - 10







Material Properties








52 - 11







Slenderness Ratio



K-Factors








52 - 12













52 - 13
















52 - 14




Buckling Length










52 - 15




Bending Strength







52 - 16




Channel Parameter




Tee Parameter





52 - 17














52 - 18











52 - 19













52 - 20













52 - 21








Force Limitation





52 - 22












52 - 23






1 = never

2 = on failure

3 = all checks



1 = no output





52 - 24



52 - 25

Table LRFD31-2

GTSTRUDL AISC Codes













52 - 26


GTSTRUDL AISC Codes







ments 1 2 and 3





52 - 27

Table LRFD31-3















52 - 28

Table LRFD31-4



Steel GradeASTM




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


52 - 29




Steel GradeASTM




655065

5065

5065

5065

A242 5070

5070

46b

67b42a

63a42a

63a

A588 5070

5070

5070

5070

5070





52 - 30

Table LRFD31-5



Steel GradeASTM




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



52 - 31



00BS595012 00BS5950 Code








Joan
Text Box

GT STRUDLreg


Volume 2 - 00BS5950



Rev T ii V2


V2 iii Rev T


Revision No


T 2006

V2 iv Rev T


V2 v Rev T

NOTICES




DISCLAIMER







Copyright copy 2006


ALL RIGHTS RESERVED


V2 vi Rev T


V2 vii Rev T

Table of Contents

Chapter Page

NOTICES v

DISCLAIMER v






(CHS Pipe) 44 - 1


List of Figures



(CHS Pipe) 44 - 17

V2 viii Rev T

List of Tables
















V2 00BS595011 - 1 Rev T





Rev T 00BS595011 - 2 V2



V2 00BS595012 - 1 Rev T


00BS595012 00BS5950 Code









Rev T 00BS595012 - 2 V2



V2 00BS595012 - 3 Rev T


Section Title












Rev T 00BS595012 - 4 V2

Section Title

4369 Ratio $W














V2 00BS595012 - 5 Rev T

Section Title















Rev T 00BS595012 - 6 V2








V2 00BS595012 - 7 Rev T

Table 00BS59501-1











Rev T 00BS595012 - 8 V2











V2 00BS595012 - 9 Rev T





Material Properties








Rev T 00BS595012 - 10 V2




Slenderness Ratio








V2 00BS595012 - 11 Rev T











Rev T 00BS595012 - 12 V2












V2 00BS595012 - 13 Rev T










Rev T 00BS595012 - 14 V2







Force Limitation




V2 00BS595012 - 15 Rev T








Output Processing





Rev T 00BS595012 - 16 V2






forces



V2 00BS595012 - 17 Rev T

Table 00BS59501-2







Rev T 00BS595012 - 18 V2

Table 00BS59501-3




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


V2 00BS595012 - 19 Rev T





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


Rev T 00BS595012 - 20 V2

Table 00BS59501-4



a) non-sway mode




b) sway mode



Not held inposition



ExamplePARAMETERS




V2 00BS595012 - 21 Rev T

Table 00BS59501-5

Effective Length LE



Loading conditions

Normal

DESTLDZ = NO

Destabilizing

DESTLDZ = YES




A1 07LLT 085LLT


A2 075LLT 09LLT


A3 08LLT 095LLT


A4 085LLT 10LLT




A6 10LLT + 2D 12LLT + 2D


A7 12LLT + 2D 14LLT + 2D

ExamplePARAMETERS







Rev T 00BS595012 - 22 V2



V2 00BS59502 - 1 Rev T




Rev T 00BS59502 - 2 V2



V2 00BS59502 - 3 Rev T

I Shapes








Rev T 00BS59502 - 4 V2










V2 00BS59502 - 5 Rev T

Single Angles










Rev T 00BS59502 - 6 V2









= 30 single angles


V2 00BS59502 - 7 Rev T








Rev T 00BS59502 - 8 V2



V2 00BS59503 - 1 Rev T







Rev T 00BS59503 - 2 V2

Table 00BS59503-1





V2 00BS59503 - 3 Rev T






Rev T 00BS59503 - 4 V2

System Parameters

PRIDTA 1 2


PrintLim NO YES


SUMMARY NO YES


TRACE 1 2 3 4



V2 00BS59503 - 5 Rev T



VALUES 1 2 3 4





Rev T 00BS59503 - 6 V2

Control Parameters











V2 00BS59503 - 7 Rev T







Rev T 00BS59503 - 8 V2

Code Parameters



CODE Required


DESTLDY YES NO



V2 00BS59503 - 9 Rev T

DESTLDZ YES NO









Rev T 00BS59503 - 10 V2

Table 00BS59503-2

Effective Length LE



Loading conditions

Normal

DESTLDZ = NO

Destabilizing

DESTLDZ = YES




A1 07LLT 085LLT


A2 075LLT 09LLT


A3 08LLT 095LLT


A4 085LLT 10LLT




A6 10LLT + 2D 12LLT + 2D


A7 12LLT + 2D 14LLT + 2D

ExamplePARAMETERS







V2 00BS59503 - 11 Rev T

Table 00BS59503-3



a) non-sway mode




b) sway mode



Not held inposition



ExamplePARAMETERS




Rev T 00BS59503 - 12 V2












V2 00BS59503 - 13 Rev T








Rev T 00BS59503 - 14 V2



V2 00BS59503 - 15 Rev T



mLT = 0 2015 05 015

0 442 3 4

max

++ +

geM M M

MmLTbut











Rev T 00BS59503 - 16 V2




my = 0 201 0 6 01 082 3 4 24

max max+

+ +ge

M M MM

mM

Mybut












V2 00BS59503 - 17 Rev T





myz = 0 201 0 6 01 082 3 4 24

max max+

+ +ge

M M MM

mM

Myzbut








Rev T 00BS59503 - 18 V2

0 201 0 6 01 082 3 4 24

max max+

+ +ge

M M MM

mM

Mzbut









mz =



V2 00BS59503 - 19 Rev T

















Rev T 00BS59503 - 20 V2










SDSWAYY YES NO



V2 00BS59503 - 21 Rev T



Rev T 00BS59503 - 22 V2

SDSWAYZ YES NO






SimpSupp NO YES



V2 00BS59503 - 23 Rev T








Rev T 00BS59503 - 24 V2

Table 00BS59503-4




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


V2 00BS59503 - 25 Rev T





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


Rev T 00BS59503 - 26 V2



V2 00BS5950 4 - 1 Rev T





Shape Subsection

I shapes 00BS595042




Rev T 00BS59504 - 2 V2



V2 00BS595041 - 1 Rev T















Rev T -00BS595041 - 2 V2

















V2 00BS595041 - 3 Rev T



=FXAX

MZSZ

+













= FRLEZ timesLz


Rev T -00BS595041 - 4 V2



















V2 00BS595041 - 5 Rev T


















Rev T -00BS595041 - 6 V2









pE = (B2 E 8LT2)



V2 00BS595041 - 7 Rev T


















Rev T -00BS595041 - 8 V2













= d t qw







V2 00BS595041 - 9 Rev T













web( = (1 IyIz)


Rev T -00BS595041 - 10 V2

g = ( )2750 5

pyf

= ( )2750 5

p y






V2 00BS595042 - 1 Rev T






bTRolled Sections







bTWelded Sections







Rev T 00BS595042 - 2 V2








g = ( )2750 5

pyf


V2 00BS595042 - 3 Rev T




dt but $ 40g80

1 1

ε+ r

Class 1 Plastic

dt but $ 40g100

1 15 1

ε+ r

Class 2 Compact

dt but $ 40g120

1 2 2

ε+ r


dt gt but $ 40g120

1 2 2

ε+ r

Class 4 Slender



r1 = but -1 lt r1 1| |F

dt pc

yw

r2 =| |F

A pc

g yw


r1 = r2 = 00




Rev T 00BS595042 - 4 V2








g = ( )2750 5

pyf


V2 00BS595042 - 5 Rev T














Rev T 00BS595042 - 6 V2



V2 00BS595042 - 7 Rev T


g = ( )2750 5

pyf




MY $ MYMIN

Syeff = ( )Z S Zb T

y y y

f

f

f

+ minusminus

minus

β

β

β

3

3

2

1

1









Rev T 00BS595042 - 8 V2






g = ( )2750 5

pyf




MZ $ MZMIN

Szeff = ( )Z S Zd t

z z z

w

w

w

+ minus

minus

minus

β

ββ

32

3

2

2

1

1

but

Szeff ( )Z S Zb T

z z z

f

f

f

+ minusminus

minus

β

β

β

3

3

2

1

1


V2 00BS595042 - 9 Rev T




= but $ 40g100

1 15 1

ε+ r


= but $ 40g120

1 2 2

ε+ r









Rev T 00BS595042 - 10 V2



V2 00BS595042 - 11 Rev T



FLTK

Zceff =A A A

A1 2 3

4

+ +


B1 =2

3



B2 =2

3

3times timesFLTK bt


times+ times minus

32

122( )



Zyeff =IYZ

eff

c eff






Rev T 00BS595042 - 12 V2


g = ( )2750 5

pyf







Yceff =A A A

A1 2 3

4

+ +


B1 =ZD FLTK



32

122( )

B2 =ZD FLTK



32

122(( ) )


3

3


3

3


V2 00BS595042 - 13 Rev T

IZeff = B1 + B2 + B3 + B4


Zzeff =IZY

eff

c eff






g = ( )2750 5

pyf


Rev T 00BS595042 - 14 V2




pyr = ( )β β3

2py



= but $ 40g120

1 2 2

ε+ r



V2 00BS595042 - 15 Rev T



Table 00BS595042-1



1 Class 1 Plastic

2 Class 2 Compact


4 Class 4 Slender


Rev T 00BS595042 - 16 V2



Table 00BS595042-2



1 Class 1 Plastic

2 Class 2 Compact


4 Class 4 Slender


V2 00BS595042 - 17 Rev T





Lr

y

y

z

z









Rev T 00BS595042 - 18 V2






V2 00BS595042 - 19 Rev T





Lr

Ey

y

Ez

z






= EFLEY timesLy


= EFLEZ timesLz





Rev T 00BS595042 - 20 V2
















V2 00BS595042 - 21 Rev T















+40 40

2



Rev T 00BS595042 - 22 V2


+40 40

2



8y = 8y(AeffAg)05

8z = 8z(AeffAg)05


py = pyr



py = py 200


V2 00BS595042 - 23 Rev T


pEy =π

λ

2

2E

y

pEz = π

λ

2

2E

z


80 = 02 (B2 E py)05











Rev T 00BS595042 - 24 V2



0y = y (8y 80) 1000 but 0y $ 0

0z = z (8z 80) 1000 but 0z $ 0



pcy =( )

p p

p p

Ey y


pcz =( )

p p

p p

Ez y


Where


2






V2 00BS595042 - 25 Rev T

















Rev T 00BS595042 - 26 V2












qw = pv



V2 00BS595042 - 27 Rev T


qw = pv

If 08 lt 8w lt 125qw = [(1348 56 8w)9] pv

If 8w $ 125qw = 09 pv 8w

Wherepv = 06 pyw

8w = [ pv qe ]05

If ad 1

qe =( )

0 751 1000

2

2

+

a d d t

If ad gt 1

qe = ( )1

0 75 10002

2

+

a d d t







Rev T 00BS595042 - 28 V2










Where

Vf =( ) ( )

( )P d a f p

M M

v f yf

pw pf

1

1 015

2minus

+



andor axial force

=FXAX

MZSZ

+



V2 00BS595042 - 29 Rev T






= 06 py Avy







Rev T 00BS595042 - 30 V2









Avz = AZ



V2 00BS595042 - 31 Rev T















Rev T 00BS595042 - 32 V2



V2 00BS595042 - 33 Rev T














Rev T 00BS595042 - 34 V2






but 15 py Zz













V2 00BS595042 - 35 Rev T










= d t qw









Rev T 00BS595042 - 36 V2















V2 00BS595042 - 37 Rev T














Rev T 00BS595042 - 38 V2






but 15 py Zy













V2 00BS595042 - 39 Rev T







= [2(Fvz Pvz) 1]2




Rev T 00BS595042 - 40 V2








Mb = pb Sz




V2 00BS595042 - 41 Rev T


Mb = pb Zzeff











pb =( )

p p

p p

E y



Rev T 00BS595042 - 42 V2

WherepE = (B2 E 8LT







0LT = LT(8LT 8L0) 1000 but 0LT $ 0


If 8LT 8L0

0LT = 0


0LT = 2LT(8LT 8L0) 1000

If 28L0 8LT 38L0

0LT = 2LT8L0 1000

If 8LT gt 38L0

0LT = LT(8LT 8L0) 1000


V2 00BS595042 - 43 Rev T



= 04(B2 E py)05





8LT = uv y Wλ β








Rev T 00BS595042 - 44 V2



u =4 2

2 2

0 25S

A hz

s

γ






v =( )

1

1 0 052 0 25

+

λy x



V2 00BS595042 - 45 Rev T


x = 0566hs(AJ)05











$W = Zzeff Sz








Rev T 00BS595042 - 46 V2













V2 00BS595042 - 47 Rev T




XMM

z

rzle +10


XMM

y

ryle +10


XMM

MM

z

rz

zy

ry

z

+

le +

1 2

10







Rev T 00BS595042 - 48 V2


Mrz = py Srz



n =F

A py


tnz minus

22

4


BDA

n n2

42

1 1

minus

+

minus( )










V2 00BS595042 - 49 Rev T


Mry = py Sry



n =F

A py

If n tDA Sry = SAD

ny minus

22

4

If n gt tDA Sry =AT

BTA

n n2

84

1 1

minus

+

minus( )










Rev T 00BS595042 - 50 V2












V2 00BS595042 - 51 Rev T





XMM

z

rzle +10


XMM

Y

ryle +10


XMM

MM

z

rz

zy

ry

z

+

le +

1 2

10







Rev T 00BS595042 - 52 V2








X 48331_aFP

m Mp Z

m Mp Z

c

c

z z

y z

y y

y y+ + le +10

X 48331_bFP

m MM

m Mp Z

c

cy

LT LT

b

y y

y y+ + le +10

For class 4 slender

X 48331_aFP

m Mp Z

m Mp Z

c

c

z z

y z eff

y y

y y eff+ + le +

10

X 48331_bFP

m MM

m Mp Z

c

cy

LT LT

b

y y

y y eff+ + le +

10


V2 00BS595042 - 53 Rev T




















Rev T 00BS595042 - 54 V2


48332(a))




X 48332a_1FP

m MM

FP

c

cz

z z

cz

c

cz+ +

le +1 05 10


X 48332a_2FP

m MM

c

cy

LT LT

b+ le +10




48332(b))





V2 00BS595042 - 55 Rev T

( )( )( )

( )( )

m M F P

M F P

m M F P

M F Pz z c cz

cz c cz

y y c cy

cy c cy

1 05

1

1

110

+

minus+

+

minusle +

X 48332b_1FP

m MM

FP

c

cy

y y

cy

c

cy+ +

le +1 10


X 48332b_2FP

m MM

c

cz

yz y

cy+ le +05 10








X 48332c_1FP

m MM

FP

m MM

c

cz

z z

cz

c

cz

yz y

cy+ +

+ le +1 05 05 10


X 48332c_2FP

m MM

m MM

FP

c

cy

LT LT

b

y y

cy

c

cy+ + +

le +1 10


X 48332c_3


Rev T 00BS595042 - 56 V2






V2 00BS595043 - 1 Rev T





bt Classification






g = ( )2750 5

p y


Rev T 00BS595043 - 2 V2



dt Classification






g = ( )2750 5

p y


V2 00BS595043 - 3 Rev T










g = ( )2750 5

p y


Rev T 00BS595043 - 4 V2





Aeff = ( )12εb t

A





g = ( )2750 5

p y


V2 00BS595043 - 5 Rev T





pyr1 = ( )β β31 1

2py

pyr2 = ( )β β32 22

py






= 24g

g = ( )2750 5

p y


Rev T 00BS595043 - 6 V2



Table 00BS595043-1




4 Class 4 Slender


V2 00BS595043 - 7 Rev T





Lr

y

y

z

z









Rev T 00BS595043 - 8 V2






V2 00BS595043 - 9 Rev T





Lr

Ey

y

Ez

z






= EFLEY timesLy


= EFLEZ timesLz






Rev T 00BS595043 - 10 V2















V2 00BS595043 - 11 Rev T









8y = 8y(AeffAg)05

8z = 8z(AeffAg)05



py = pyr


Rev T 00BS595043 - 12 V2


pEy =π

λ

2

2E

y

pEz = π

λ

2

2E

z


80 = 02 (B2 E py)05




0y = y (8y 80) 1000 but 0y $ 0

0z = z (8z 80) 1000 but 0z $ 0



V2 00BS595043 - 13 Rev T


pcy =( )

p p

p p

Ey y


pcz =( )

p p

p p

Ez y


Where


2







Rev T 00BS595043 - 14 V2



V2 00BS595044 - 1 Rev T





Dt Classification






g = ( )2750 5

p y


Rev T 00BS595044 - 2 V2



Dt Classification








g = ( )2750 5

p y


V2 00BS595044 - 3 Rev T


Actual D = OD

Limiting D = 240tg2




g = ( )2750 5

p y





When D 240tg2

Aeff = AD t p y

80 2750 5




Rev T 00BS595044 - 4 V2




g = ( )2750 5

p y




Seff = ( )ZD t p

S Zy

+

minus

minus1485 140 275 10 5








V2 00BS595044 - 5 Rev T




Zeff = ZD t p y

140 2750 25






Rev T 00BS595044 - 6 V2



Table 00BS595044-1




4 Class 4 Slender


V2 00BS595044 - 7 Rev T



Table 00BS595044-2



1 Class 1 Plastic

2 Class 2 Compact


4 Class 4 Slender


Rev T 00BS595044 - 8 V2





Lr

y

y

z

z









V2 00BS595044 - 9 Rev T






Rev T 00BS595044 - 10 V2





yz

Ez

z

Lr

Lr

= =






= EFLEY timesLy


= EFLEZ timesLz





V2 00BS595044 - 11 Rev T

















Rev T 00BS595044 - 12 V2






8y = 8y(AeffAg)05

8z = 8z(AeffAg)05


pEy =π

λ

2

2E

y

pEz = π

λ

2

2E

z


80 = 02 (B2 E py)05




V2 00BS595044 - 13 Rev T



0y = y (8y 80) 1000 but 0y $ 0

0z = z (8z 80) 1000 but 0z $ 0



pcy =( )

p p

p p

Ey y


pcz =( )

p p

p p

Ez y


Where


2





Rev T 00BS595044 - 14 V2













V2 00BS595044 - 15 Rev T












Rev T 00BS595044 - 16 V2

















V2 00BS595044 - 17 Rev T



Rev T 00BS595044 - 18 V2











but 15 py Zz



V2 00BS595044 - 19 Rev T












= (d13 d2



= ID + 04timesTHICK


Rev T 00BS595044 - 20 V2






V2 00BS595044 - 21 Rev T

















Rev T 00BS595044 - 22 V2






V2 00BS595044 - 23 Rev T







but 15 py Zy









Rev T 00BS595044 - 24 V2




= [2(Fvz Pvz) 1]2


= (d13 d2








V2 00BS595044 - 25 Rev T













Rev T 00BS595044 - 26 V2





XMzMrz

10le +


XM yMry

10le +


XMzMrz

z

M yMry

z

10 1 2

+ le +







V2 00BS595044 - 27 Rev T


Mrz = py Srz



n =F

A py

Srz = S nz cos π

2






Mry = py Sry




Rev T 00BS595044 - 28 V2

n =F

A py

Sry = S ny cos π

2






V2 00BS595044 - 29 Rev T













Rev T 00BS595044 - 30 V2






XMzMrz

10le +


XMYMry

10le +


XM zM rz

z

M yM ry

z

10 1 2

+ le +







V2 00BS595044 - 31 Rev T










X 48331_aFcPc

mz MzpyZz

my M ypyZy

10+ + le +

X 48331_bFcPcy

mLT M LT

Mb

my M ypyZy

10 + + le +



Rev T 00BS595044 - 32 V2

X 48331_aFcPc

mz MzpyZeff

my M ypyZeff

10 + + le +

X 48331_bFcPcy

mLT M LTMb

my M ypyZeff

10+ + le +


= FXMb = Mcz

















V2 00BS595044 - 33 Rev T




48333(a))




X 48333a_1FcPcz

mz MzMcz

1 05FcPcz

10 + +

le +


X 48333a_2FcPcy

05mLT M LT

Mcz 10 + le +




Rev T 00BS595044 - 34 V2


48333(b))




X 48333b_1FcPcy

my M yMcy

1 05FcPcy

10 + + le +


X 48333b_2FcPcz

05myz M y

Mcy + le +10








V2 00BS595044 - 35 Rev T


X 48333c_1FcPcz

mz MzMcz

1 05FcPcz

05myz My

Mcy10 + + + le +


X 48333c_2FcPcy

05mLT M LT

Mcz

my M yMcy

1 05FcPcy

10 + + + le +


X 48333c_3( )( )

( )( )( )


Mcz 1 Fc Pcz

my My 1 05 Fc Pcy

Mcy 1 Fc Pcy10

+

minus+

+

minusle +






Rev T 00BS595044 - 36 V2






































































































































End of Document

Title Page


Notices

Table of Contents


Introduction

00BS5950 Code


I Shapes

Single Angles




System Parameters

Control Parameters

Code Parameters



I shapes

Single Angle





File Attachment
00BS5950 Manual


52 - 32



52 - 33


Section Title











52 - 34

Section Title

4369 Ratio $W














52 - 35

Section Title














52 - 36








52 - 37













52 - 38













52 - 39





Material Properties








52 - 40




Slenderness Ratio








52 - 41











52 - 42












52 - 43














52 - 44







NO = Normal load



NO = Normal load

Force Limitation




52 - 45








Output Processing





52 - 46






1 = never

2 = on failure

3 = all checks



1 = no output





52 - 47








52 - 48

Table 00BS59501-3




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


52 - 49





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


52 - 50



a) non-sway mode




b) sway mode



Not held inposition



ExamplePARAMETERS




52 - 51




Normal

DESTLDZ = NO

Destabilizing

DESTLDZ = YES




A1 07LLT 085LLT


A2 075LLT 09LLT


A3 08LLT 095LLT


A4 085LLT 10LLT




A6 10LLT + 2D 12LLT + 2D


A7 12LLT + 2D 14LLT + 2D

ExamplePARAMETERS







52 - 52



52 - 53




IS800-1984

IS80012 IS800 Code










Text Box

GT STRUDLreg


Volume 2 - IS800



V2 ii Rev T


V2 iii Rev T


Revision No



V2 iv Rev T

NOTICES




DISCLAIMER







Copyright copy 2006


ALL RIGHTS RESERVED


V2 v Rev T

Table of Contents

Chapter Page


Notices iv

Disclaimer iv


Table of Contents v




APPENDICES


LIST OF FIGURES



V2 vi Rev T




LIST OF TABLES






V2 IS80011 - 1 Rev T





Rev T IS80011 - 2 V2



V2 IS80011 - 3 Rev T


IS800-1984

IS80012 IS800 Code











Rev T IS80011 - 4 V2



V2 IS80011 - 5 Rev T



Rev T IS80011 - 6 V2



V2 IS80011 - 7 Rev T






Section Title






Rev T IS80011 - 8 V2













V2 IS80011 - 9 Rev T








Rev T IS80011 - 10 V2



V2 IS80011 - 11 Rev T

Table IS8001-1











Rev T IS80011 - 12 V2




Material Properties





Slenderness Ratio



K-Factors



V2 IS80011 - 13 Rev T











Rev T IS80011 - 14 V2










Buckling Length




V2 IS80011 - 15 Rev T







Bending Stress






Rev T IS80011 - 16 V2




Combined Stresses




Force Limitation







V2 IS80011 - 17 Rev T










forces



Rev T IS80011 - 18 V2

Table IS8001-2





V2 IS80011 - 19 Rev T

Table IS8001-3














Rev T IS80011 - 20 V2

Table IS8001-4




Steel GradeASTM

Designation



1 2 3 4 5

A36 3658

3658

3658

3658

3658

A529 4260

NA NA NA NA

A441 5070

5070

4667

4263

4263

A572-G42 4260

4260

4260

4260

4260

A572-G50 5065

5065

5065

5065

5065

A572-G60 6075

6075

NA NA NA

A572-G65 6580

NA NA NA NA

A242 5070

5070

4675

4263

4263

A588 5070

5070

5070

5070

5070



V2 IS8002 - 1 Rev T




Rev T IS8002 - 2 V2



V2 IS8002 - 3 Rev T



Rev T IS8002 - 4 V2

I shapes










V2 IS8002 - 5 Rev T

Channels











Rev T IS8002 - 6 V2

Single Angles










V2 IS8002 - 7 Rev T









= 30 single angles


Rev T IS8002 - 8 V2

Tees











V2 IS8002 - 9 Rev T

Double Angles












Rev T IS8002 - 10 V2

Solid Round Bars





V2 IS8002 - 11 Rev T

Pipes



= 51 pipes


Rev T IS8002 - 12 V2






V2 IS8002 - 13 Rev T

Structural Tubing











Rev T IS8002 - 14 V2



V2 IS8003 - 1 Rev T







Rev T IS8003 - 2 V2

Table IS80031

Parameters in IS800




V2 IS8003 - 3 Rev T


Parameters in IS800




Rev T IS8003 - 4 V2

System Parameters

PRIDTA 1 2


PrintStr NO YES


SUMMARY NO YES


TRACE 1 2 3 4



V2 IS8003 - 5 Rev T





VALUES 1 2 3 4






Rev T IS8003 - 6 V2




V2 IS8003 - 7 Rev T

Control Parameters











Rev T IS8003 - 8 V2







V2 IS8003 - 9 Rev T

Code Parameters





CantiMem NO YES





Rev T IS8003 - 10 V2



V2 IS8003 - 11 Rev T



CODE Required


COMPK NO YES KY KZ





Rev T IS8003 - 12 V2
















V2 IS8003 - 13 Rev T














Rev T IS8003 - 14 V2



V2 IS8003 - 15 Rev T





Print-K YES NO







Rev T IS8003 - 16 V2

SDSWAYY YES NO


SDSWAYZ YES NO








STRERELI YES NO



V2 IS8003 - 17 Rev T



Rev T IS8003 - 18 V2








V2 IS8003 - 19 Rev T



Rev T IS8003 - 20 V2



V2 IS8004 - 1 Rev T




Shape Subsection

I shapes IS80042

Channels IS80043


Tees IS80045


Round Bars IS80047

Pipes IS80048




Rev T IS8004 - 2 V2



V2 IS80041 - 1 Rev T

















(MPa)


Rev T IS80041 - 2 V2
















(mm)


V2 IS80041 - 3 Rev T














Rev T IS80041 - 4 V2



V2 IS80042 - 1 Rev T





If ZDeffc lt ZD







Rev T IS80042 - 2 V2



If ZDeffc ZD

ZDeffc = ZD

Where






If ZDefft lt ZD






V2 IS80042 - 3 Rev T



Rev T IS80042 - 4 V2





If ZDefft ZD

ZDefft = ZD

Where







V2 IS80042 - 5 Rev T


If INTYDec lt INTYD




If INTYDec INTYD

INTYDec = INTYD

Where




Rev T IS80042 - 6 V2


YD YDc





INTYDet = 60t

If INTYDet lt INTYD




If INTYDet INTYD

INTYDet = INTYD

Where



V2 IS80042 - 7 Rev T

t = WBTK



YDt = 100T1

YD YDt




ZDeff = ZDeffc

INTYDe = INTYDec


ZDeff = ZDefft

INTYDe = INTYDet


Rev T IS80042 - 8 V2


but RYeff RY


Where







ZDeff = ZDeffc


V2 IS80042 - 9 Rev T

INTYDe = INTYDec


ZDeff = ZDefft

INTYDe = INTYDet




Where





Rev T IS80042 - 10 V2







Where




V2 IS80042 - 11 Rev T



IZeff = B1 + B2 + B3 + B4

Where





Rev T IS80042 - 12 V2



Where




Where




V2 IS80042 - 13 Rev T






Where



Otherwise


properties

Note



Rev T IS80042 - 14 V2


Actual atcal =


Where






V2 IS80042 - 15 Rev T






Where



Otherwise


Note





Rev T IS80042 - 16 V2


Actual accal =

Allowable acy =

Allowable acz =

Where






y =

z =


V2 IS80042 - 17 Rev T




Otherwise


properties

Note



Rev T IS80042 - 18 V2




Actual btzcal =


Where


Otherwise


Note




V2 IS80042 - 19 Rev T



Rev T IS80042 - 20 V2


Actual bczcal =

Allowable bcz =

Where






Otherwise



V2 IS80042 - 21 Rev T

Note




Rev T IS80042 - 22 V2


When

Tt =

and

d1t =


fcb = 12 fcb

Where

X =

Y =








V2 IS80042 - 23 Rev T





Rev T IS80042 - 24 V2







V2 IS80042 - 25 Rev T




Actual vmycal =

Actual vmzcal =


Where

QY =

QZ =


Actual vaycal =

vazcal =



Rev T IS80042 - 26 V2



Allowable vay

=

Where








V2 IS80042 - 27 Rev T





When

When



Rev T IS80042 - 28 V2







Where




V2 IS80043 - 1 Rev T







If ZDeffc ZD


Where




Rev T IS80043 - 2 V2



V2 IS80043 - 3 Rev T



(Figure IS80043-1)

ZDefft = 20T1





Section 3522)





Rev T IS80043 - 4 V2



Where




YD YDc




V2 IS80043 - 5 Rev T


3522)


INTYDet = 60t



Where


t = WBTK



YDt = 100T1

YD YDt


Rev T IS80043 - 6 V2







Actual atcal =


Where






V2 IS80043 - 7 Rev T







Actual accal =

Allowable acy =

Allowable acz =

Where



Rev T IS80043 - 8 V2





y =

z =



V2 IS80043 - 9 Rev T




Actual btzcal =


Actual Allowable

10 btzcal

btz


Actual bczcal =

Allowable bcz =

Minimum 066f 066

f f

f fy

cb y

cbn

yn 1n

Actual Allowable

10 bczcal

bcz

Where




Rev T IS80043 - 10 V2



V2 IS80043 - 11 Rev T

FLTKWBTK

2 0

INTYDWBTK

13440fy





f k X k Ycccb 1 2

2

1

When

Tt =

and

d1t =


fcb = 12 fcb

Where

X Y 1120

UNLCF FLTKRY YD

2

Y

265 10UNLCF

RY

5

2




Rev T IS80043 - 12 V2









V2 IS80043 - 13 Rev T





Actual bcycal =MYSY


Actual Allowable

10 bcycal

bcy

Where





Actual Allowable

10 btycal

bty

Where



Rev T IS80043 - 14 V2






Actual Allowable

10 bcycal

bcy

Where





Actual Allowable

10 btycal

bty

Where



V2 IS80043 - 15 Rev T

Actual Allowable

10 vmycal

vm

FZAZ

FZ QYIY 2 FLTK

FY

AY

FY QZ

IZ WBTK




Actual vmycal =

Actual vmzcal =


Actual Allowable

10 mzcal

vm

v

Where

QY 2ZD2

FLTKZD4

QZ ZD FLTKYD2

FLTK2

INTYD2

WBTKINTYD

4


Actual vaycal =

vazcal =




Rev T IS80043 - 16 V2


Allowable vay


xt

4000 1xx

y y

y1

w

12

1

2

2

13

Actual Allowable

10 vaycal

vay

Actual Allowable

10 vazcal

vaz

Where








V2 IS80043 - 17 Rev T

accal

y

bczcal

bcz

bcycal

bcyf10

0 6

( AXEFF) 10 accal

ac

btzcal

btz

btycal

bty





When

accal

ac 015

accal

ac

mz bczcal

accal

cczbcz

my bcycal

accal

ccybcy

C

106f

C

106f

10

When

accal

ac 015

accal

ac

bczcal

bcz

bcycal

bcy10




Rev T IS80043 - 18 V2

( AXEFF) 10 atcal

at

bczcal

b z

b ycal

b y

c

c

c

btycal btzcal2





atcal

y

btzcal

y

btycal

y06f 066f 066f10





bcycal bczcal2


Where




V2 IS80044 - 1 Rev T






LEG Minimum of

256 Tf

or

16Teffc

1

y

1



Where





Rev T IS80044 - 2 V2



V2 IS80044 - 3 Rev T



LEGefft = 20T1



Where





Rev T IS80044 - 4 V2


Lr

y

y

z

z




Actual (Lr) = =


Actual Allowable

10




ActualAllowable

10 atcal

at

Where






V2 IS80044 - 5 Rev T

Maximum y z

Actual Allowable

10 accal

acz

Maximum K L

r K L

ry y

y

z z

z

Actual Allowable

10 accal

acy




Actual (KLr) = =


ActualAllowable

10


Actual accal =FXAX

Allowable acy =

Minimum 06f 06

f f

f fy

ccy y

ccyn

yn 1n

Allowable acz =

Minimum 06f 06

f f

f fy

ccz y

cczn

yn 1n


Rev T IS80044 - 6 V2

2

y2

E

2

z2

E

K Lr

y y

y

K L

rz z

z

Where






y =

z =



V2 IS80044 - 7 Rev T

Actual Allowable

10 bczcal

bcz

MZSZS

MZSZ

MZSZ

Actual Allowable

10 btzcal

btz





Actual btzcal =

bczcal =


Where




Actual bczcal =


Rev T IS80044 - 8 V2



V2 IS80044 - 9 Rev T

Actual Allowable

10 btzcal

btz

MZSZS

Minimum 066f 066f f

f fy

cb y

cbn

yn 1n

btzcal =


Allowable bcz =


btz = 066 fy

Actual Allowable

10 bczcal

bcz

Where








Rev T IS80044 - 10 V2

Y 11

20

UNLCF THICK

RY LEG1

2

265 10

UNLCFRY

5

2


f k X k Ycccb 1 2

2

1

When

Tt = 10 20

and

d1t =


fcb = 12 fcb

Where

X =

Y =







V2 IS80044 - 11 Rev T



c2c1 = YC(YD - YC)


Rev T IS80044 - 12 V2

Actual Allowable

10 bczcal

bcz

MZSZ

MZSZ




Actual btzcal =

bczcal =


Actual Allowable

10 btzcal

btz

Where




V2 IS80044 - 13 Rev T

Actual Allowable

10 btzcal

btz

MZSZS

MZSZ


Actual bczcal =

btzcal =


Actual Allowable

10 bczcal

bcz

Where




Rev T IS80044 - 14 V2

Actual Allowable

10 bcycal

bcy

MYSY

MYSYS

MYSYS

MYSY





Actual btycal =

bcycal =


Actual btycal =

bcycal =


Actual Allowable

10 btycal

bty

Where




V2 IS80044 - 15 Rev T

Actual Allowable

10 btycal

bty

MYSYS

MYSY

MYSY

MYSYS



Actual bcycal =

btycal =


Actual bcycal =

btycal =


Allowable bcy =

Minimum 066f 066

f f

f fy

cb y

cbn

yn 1n


bty = 066 fy

Actual Allowable

10 bcycal

bcy

Where





Rev T IS80044 - 16 V2





V2 IS80044 - 17 Rev T

Y 1 120

UNLCF THICKRZ LEG1

2

Y 1 120

UNLCF THICKRZ LEG2

2


f k X k Ycccb 1 2

2

1

When

Tt = 10 20

and


d1t =


d1t =


fcb = 12 fcb

Where


X =


X =


Rev T IS80044 - 18 V2

Y

265 10UNLCF

RZ

5

2









c2c1 = ZC(ZD - ZC)


V2 IS80044 - 19 Rev T

Actual Allowable

10 vmycal

vm


2 (LEG1 LEG2 THICK)

2


2 (LEG1 LEG2 THICK)

2

ActualFZ QY

IY THICKvmzcal

Actual

Allowable 10 vmzcal

vm





IZ THICK


Where


H1 = LEG1 - u + v Tan ()





Rev T IS80044 - 20 V2

v - THICK

Tan ( )


2 (LEG1 LEG2 THICK)

2


2 (LEG1 LEG2 THICK)

2




H1 = LEG1 - u -






V2 IS80044 - 21 Rev T



Rev T IS80044 - 22 V2


Actual vaycal = FY

AY

vazcal =FZAZ


Actual Allowable

10 vaycal

vay

Actual Allowable

10 vazcal

vaz

Where




V2 IS80044 - 23 Rev T

accal

y

bczcal

bcz

bcycal

bcyf10

0 6

( AXEFF) 10 accal

ac

btzcal

btz

btycal

bty





When

accal

ac 015

accal

ac

mz bczcal

accal

cczbcz

my bcycal

accal

ccybcy

C

106f

C

106f

10

When

accal

ac 015

accal

ac

bczcal

bcz

bcycal

bcy10




Rev T IS80044 - 24 V2

( AXEFF) 10 atcal

at

bczcal

b z

b ycal

b y

c

c

c

btycal btzcal2





atcal

06fy

btzcal

066fy

btycal

066fy 10





bcycal bczcal2


Where




V2 IS80045 - 1 Rev T

ZD Minimum of 2

256Tf

or

2 16Teffc

1

y

1














Rev T IS80045 - 2 V2



V2 IS80045 - 3 Rev T

INTYD Minimum of

560Tf

or

35Tec

1

y

1

INTYD Minimum of

800Tf

or

50Tec

1

y

1




Section 3522)







Rev T IS80045 - 4 V2

YD Minimum of

1440Tf

or

90Tc

1

y

1




YD YDc




3522)


INTYDet = 60t






V2 IS80045 - 5 Rev T


YDt = 100T1

YD YDt


Rev T IS80045 - 6 V2

Maximum Lr

Lr

y

y

z

z






Actual Allowable

10




ActualAllowable

10 atcal

at

Where






V2 IS80045 - 7 Rev T

Actual Allowable

10 accal

acz

Actual Allowable

10 accal

acy





r K L

ry y

y

z z

z


ActualAllowable

10


Actual accal =FXAX

Allowable acy =

Minimum 06f 06

f f

f fy

ccy y

ccyn

yn 1n

Allowable acz =

Minimum 06f 06

f f

f fy

ccz y

cczn

yn 1n


Rev T IS80045 - 8 V2

yy y

y =

K Lr

zz z

z =

K Lr

Where





ccy

2

y2

about the Y axis


ccz

2

z2

about the Z axis



V2 IS80045 - 9 Rev T

Actual Allowable

10 bczcal

bcz





Actual btzcal =MZSZ

bczcal = MZSZS


Actual Allowable

10 btzcal

btz

Where






Rev T IS80045 - 10 V2



V2 IS80045 - 11 Rev T

Actual Allowable

10 btzcal

btz

Minimum 066f 066f f

f fy

cb y

cbn

yn 1n

btzcal = MZSZ


Allowable bcz =


btz = 066 fy

Actual Allowable

10 bczcal

bcz


Rev T IS80045 - 12 V2

Actual Allowable

10 bczcal

bcz





bczcal = MZSZ


Actual Allowable

10 btzcal

btz

Where





btzcal = MZSZS



V2 IS80045 - 13 Rev T

Actual Allowable

10 btzcal

btz

Allowable bcz =

Minimum 066f 066

f f

f fy

cb y

cbn

yn 1n


btz = 066 fy

Actual Allowable

10 bczcal

bcz

Where








Rev T IS80045 - 14 V2

FLTKWBTK

2 0

INTYDWBTK

13440fy

Y 11

20

UNLCF FLTK

RY YD

2

265 105

UNLCFRY

2


f k X k Ycccb 1 2

2

1

When

Tt =

and

d1t =


fcb = 12 fcb

Where

X =

Y =

k1 = 10 for Tees






V2 IS80045 - 15 Rev T




k2 = 05


k2 = -10


c2c1 = YC(YD - YC)


Rev T IS80045 - 16 V2






Actual Allowable

10 bcycal

bcy


V2 IS80045 - 17 Rev T

Actual Allowable

10 vmycal

vm

ActualFZ QY

IY FLTKvmzcal

Actual Allowable

10 vmzcal

vm




Actual FY QZ

IZ WBTKvmycal


Where

QYZD2

FLTKZD4

QZ ZD FLTKYD2

FLTK2

INTYD2

WBTKINTYD

4



vazcal =FZAZ




Rev T IS80045 - 18 V2


Allowable vay


xt

4000 1xx

y y

y1

w

12

1

2

2

13

Actual Allowable

10 vaycal

vay

Actual Allowable

10 vazcal

vaz

Where








V2 IS80045 - 19 Rev T

accal

y

bczcal

bcz

bcycal

bcyf10

0 6

( AXEFF) 10 accal

ac

btzcal

btz

btycal

bty





When

accal

ac 015

accal

ac

mz bczcal

accal

cczbcz

my bcycal

accal

ccybcy

C

106f

C

106f

10

When

accal

ac

015

accal

ac

bczcal

bcz

bcycal

bcy10




Rev T IS80045 - 20 V2

( AXEFF) 10 atcal

at

bczcal

b z

b ycal

b y

c

c

c

btycal btzcal2





atcal

06fy

btzcal

066fy

btycal

066fy 10





bcycal bczcal2


Where




V2 IS80046 - 1 Rev T

LEG Minimum of 256T

f or

16Teffc

1

y

1













Rev T IS80046 - 2 V2



V2 IS80046 - 3 Rev T



Rev T IS80046 - 4 V2



(Table Property)



LEGefft = 20T1









(Table Property)


V2 IS80046 - 5 Rev T

INTYD Minimum of

560Tf

or

35Tec

1

y

1

INTYD Minimum of

800Tf

or

50Tec

1

y

1


Section 3522)











Rev T IS80046 - 6 V2

YD Minimum of

1440Tf

or

90Tc

1

y

1



(Table Property)


YD YDc




3522)


INTYDet = 60t








V2 IS80046 - 7 Rev T




(Table Property)


YDt = 100T1

YD YDt


Rev T IS80046 - 8 V2





r

Lr

y

y

z

z


Actual Allowable

10




ActualAllowable

10 atcal

at

Where






V2 IS80046 - 9 Rev T

Actual Allowable

10 accal

acz

Actual Allowable

10 accal

acy





r K L

ry y

y

z z

z


ActualAllowable

10


Actual accal =FXAX

Allowable acy =

Minimum 06f 06

f f

f fy

ccy y

ccyn

yn 1n

Allowable acz =

Minimum 06f 06

f f

f fy

ccz y

cczn

yn 1n


Rev T IS80046 - 10 V2

yy y

y =

K Lr

zz z

z =

K Lr

Where





ccy

2

y2

about the Y axis


ccz

2

z2

about the Z axis



V2 IS80046 - 11 Rev T

Actual Allowable

10 bczcal

bcz






Actual btzcal =MZSZ

bczcal = MZSZS


Actual Allowable

10 btzcal

btz

Where




Rev T IS80046 - 12 V2



V2 IS80046 - 13 Rev T

Actual Allowable

10 btzcal

btz



btzcal = MZSZ


Allowable bcz =

Minimum 066f 066

f f

f fy

cb y

cbn

yn 1n


btz = 066 fy

Actual Allowable

10 bczcal

bcz


Rev T IS80046 - 14 V2

Actual Allowable

10 bczcal

bcz






bczcal = MZSZ


Actual Allowable

10 btzcal

btz

Where





btzcal = MZSZS


V2 IS80046 - 15 Rev T

Actual Allowable

10 btzcal

btz


Allowable bcz =

Minimum 066f 066

f f

f fy

cb y

cbn

yn 1n


btz = 066 fy

Actual Allowable

10 bczcal

bcz

Where








Rev T IS80046 - 16 V2

LEG1 - THICKTHICK

13440fy

LEG2 - THICKTHICK

13440fy

THICK2 THICK

2 0

X Y 1120

UNLCF THICKRY YD

2

Y

265 10UNLCF

RY

5

2


f k X k Ycccb 1 2

2

1

When

Tt =

and


d1t =


d1t =


fcb = 12 fcb

Where




V2 IS80046 - 17 Rev T





k2 = 05


k2 = -10


c2c1 = YC(YD - YC)


Rev T IS80046 - 18 V2







Actual Allowable

10 bcycal

bcy


V2 IS80046 - 19 Rev T

Actual Allowable

10 vmycal

vm

ActualFZ QY

IY THICKvmzcal

Actual

Allowable 10 vmzcal

vm




Actual FY QZ

IZ 2 THICKvmycal


Where

QYZD2

THICKZD4


QZ D THICKYD2

THICK2

LEG1- THICK2

THICKLEG1- THICK

4

Z 2


QZ D THICKYD2

THICK2

LEG2 - THICK2

THICKLEG2 - THICK

4

Z 2


Rev T IS80046 - 20 V2


Actual vaycal = FY

AY

vazcal =FZAZ




Allowable vay


x2 THICK

4000 1xx

y y

y1

12

1

2

2

13

Actual Allowable

10 vaycal

vay

Actual Allowable

10 vazcal

vaz

Where





V2 IS80046 - 21 Rev T

accal

y

bczcal

bcz

bcycal

bcyf10

0 6

( AXEFF) 10 accal

ac

btzcal

btz

btycal

bty





When

accal

ac 015

accal

ac

mz bczcal

accal

cczbcz

my bcycal

accal

ccybcy

C

106f

C

106f

10

When

accal

ac 015

accal

ac

bczcal

bcz

bcycal

bcy10




Rev T IS80046 - 22 V2

( AXEFF) 10 atcal

at

bczcal

b z

b ycal

b y

c

c

c

btycal btzcal2





atcal

06fy

btzcal

066fy

btycal

066fy 10





bcycal bczcal2


Where




V2 IS80047 - 1 Rev T


r

Lr

y

y

z

z





Actual (Lr) ==


Actual Allowable

10


Actual atcal =FX

AX(PF)


ActualAllowable

10 atcal

at

Where






Rev T IS80047 - 2 V2

Actual Allowable

10 accal

acz

Actual Allowable

10 accal

acy





r K L

ry y

y

z z

z


ActualAllowable

10


Actual accal =FXAX

Allowable acy =

Minimum 06f 06

f f

f fy

ccy y

ccyn

yn 1n

Allowable acz =

Minimum 06f 06

f f

f fy

ccz y

cczn

yn 1n

Where



V2 IS80047 - 3 Rev T

yy y

y =

K Lr

zz z

z =

K Lr




ccy

2

y2

about the Y axis


ccz

2

z2

about the Z axis



Rev T IS80047 - 4 V2






Actual Allowable

10 btzcal

btz


V2 IS80047 - 5 Rev T



Rev T IS80047 - 6 V2






Actual Allowable

10 bcycal

bcy


V2 IS80047 - 7 Rev T

Actual Allowable

10 vmycal

vm

Actual Allowable

10 vazcal

vaz

4 FY3 AX




Actual vmycal =

Actual vmzcal =


Actual Allowable

10 mzcal

vm

v

Where




vazcal =FZAZ


Actual Allowable

10 vaycal

vay

4 FZ3 AX


Rev T IS80047 - 8 V2

accal

y

bczcal

bcz

bcycal

bcyf10

0 6

2 2





When

accal

ac 015

accal

ac

mz bczcal

accal

cczbcz

my bcycal

accal

ccybcy

C

106f

C

106f

10

13

13

2 2

When

accal

ac 015

accal

ac

bczcal

bcz

bcycal

bcy10

2 2



V2 IS80047 - 9 Rev T

atcal

y

btzcal

y

btycal

y06f

066f

2

066f

2

10

bcycal2

bczcal2

vmycal2

vmzcal2

y3 f ( ) 0 9







Where




Rev T IS80047 - 10 V2



V2 IS80048 - 1 Rev T






r

Lr

y

y

z

z


Actual Allowable

10




ActualAllowable

10 atcal

at

Where




Rev T IS80048 - 2 V2




V2 IS80048 - 3 Rev T

Actual Allowable

10 accal

acz

Actual Allowable

10 accal

acy





r K L

ry y

y

z z

z


ActualAllowable

10


Actual accal =FXAX

Allowable acy =

Minimum 06f 06

f f

f fy

ccy y

ccyn

yn 1n

Allowable acz =

Minimum 06f 06

f f

f fy

ccz y

cczn

yn 1n


Rev T IS80048 - 4 V2

yy y

y =

K Lr

zz z

z =

K Lr

Where





ccy

2

y2

about the Y axis


ccz

2

z2

about the Z axis



V2 IS80048 - 5 Rev T






Actual Allowable

10 btzcal

btz


Rev T IS80048 - 6 V2



V2 IS80048 - 7 Rev T






Actual Allowable

10 bcycal

bcy


Rev T IS80048 - 8 V2

ActualFY QZ

IY 2 THICKvmycal

Actual Allowable

10 vmycal

vm




ActualFY QZ

IZ 2 THICKvmycal


Actual Allowable

10 mzcal

vm

v

Where

QY QZ23

OD2

ID2

3 3



vazcal =FZAZ


Actual Allowable

10 vaycal

vay

Actual Allowable

10 vazcal

vaz


V2 IS80048 - 9 Rev T

accal

y

bczcal

bcz

bcycal

bcyf10

0 6

2 2





When

accal

ac 015

accal

ac

mz bczcal

accal

cczbcz

my bcycal

accal

ccybcy

C

106f

C

106f

10

13

13

2 2

When

accal

ac 015

accal

ac

bczcal

bcz

bcycal

bcy10

2 2



Rev T IS80048 - 10 V2

atcal

y

btzcal

y

btycal

06f

066f

066f 10

2 2

bcycal2

bczcal2

vmycal2

vmzcal2

y3 f ( ) 0 9







Where




V2 IS80049 - 1 Rev T






r

L

ry

y

z

z


Actual Allowable

10




ActualAllowable

10 atcal

at

Where






Rev T IS80049 - 2 V2

Actual Allowable

10 accal

acz

Actual Allowable

10 accal

acy





r K L

ry y

y

z z

z


ActualAllowable

10


Actual accal =FXAX

Allowable acy =

Minimum 06f 06

f f

f fy

ccy y

ccyn

yn 1n

Allowable acz =

Minimum 06f 06

f f

f fy

ccz y

cczn

yn 1n

Where



V2 IS80049 - 3 Rev T

yy y

y =

K Lr

zz z

z =

K Lr




ccy

2

y2

about the Y axis


ccz

2

z2

about the Z axis



Rev T IS80049 - 4 V2

Actual Allowable

10 btzcal

btz






Actual Allowable

10 bczcal

bcz


V2 IS80049 - 5 Rev T



Rev T IS80049 - 6 V2






Actual Allowable

10 bcycal

bcy


V2 IS80049 - 7 Rev T

Actual Allowable

10 vmycal

vm

QY

ZD8

YD2

QZ

YD8

ZD2


Actual

Allowable 10

vmzcal

vm






Where



vazcal =FZAZ


Actual Allowable

10 vaycal

vay

Actual Allowable

10 vazcal

vaz


Rev T IS80049 - 8 V2

accal

y

bczcal

bcz

bcycal

bcyf10

0 6





When

accal

ac 015

accal

ac

mz bczcal

accal

cczbcz

my bcycal

accal

ccybcy

C

106f

C

106f

10

When

accal

ac 015

accal

ac

bczcal

bcz

bcycal

bcy10



V2 IS80049 - 9 Rev T




atcal

y

btzcal

y

btycal

y06f 066f 066f 10




bcycal bczcal2


Where




Rev T IS80049 - 10 V2



V2 IS800410 - 1 Rev T











Where





Rev T IS800410 - 2 V2



V2 IS800410 - 3 Rev T

INTYD Minimum of

2 560Tf

or

2 35Tec

1

y

1








Section 3522)





Rev T IS800410 - 4 V2

INTYD Minimum of

2 800Tf

or

2 50Tec

1

y

1

YD Minimum of

2 1440Tf

or

2 90Tc

1

y

1






YD YDc




3522)




V2 IS800410 - 5 Rev T






YDt = 100T1

YD YDt


Rev T IS800410 - 6 V2





Lzrz


Actual Allowable

10




ActualAllowable

10 atcal

at

Where






V2 IS800410 - 7 Rev T

Actual Allowable

10 accal

acz

Actual Allowable

10 accal

acy






r K L

ry y

y

z z

z


ActualAllowable

10


Actual accal =FXAX

Allowable acy =

Minimum 06f 06

f f

f fy

ccy y

ccyn

yn 1n

Allowable acz =

Minimum 06f 06

f f

f fy

ccz y

cczn

yn 1n


Rev T IS800410 - 8 V2

yy y

y =

K Lr

zz z

z =

K Lr

Where





ccy

2

y2

about the Y axis


ccz

2

z2

about the Z axis



V2 IS800410 - 9 Rev T




Actual btzcal =MZSZ


Actual Allowable

10 btzcal

btz


Actual bczcal =MZSZ

Allowable bcz =

Minimum 066f 066

f f

f fy

cb y

cbn

yn 1n

Actual Allowable

10 bczcal

bcz

Where




Rev T IS800410 - 10 V2



V2 IS800410 - 11 Rev T

FLTKWBTK

2 0

INTYDWBTK

13440fy





f k X k Ycccb 1 2

2

1

When

Tt =

and

d1t =


fcb = 12 fcb

Where

X Y 1120

UNLCF FLTKRY YD

2

Y

265 10UNLCF

RY

5

2




Rev T IS800410 - 12 V2










V2 IS800410 - 13 Rev T







Actual Allowable

10 bcycal

bcy


Rev T IS800410 - 14 V2

Actual

Allowable 10 vmycal

vm

QZ

INTYD4

WBTK ZD FLTKYD2

2

FZ QYIY 2 FLTK





IZ 2 WBTK

Actual vmzcal =


Actual

Allowable 10 vmzcal

vm

Where

QY

ZD4

FLTK INTYD WBTKZD2

2



vazcal =FZAZ


V2 IS800410 - 15 Rev T


Actual Allowable

10 vaycal

vay

Actual Allowable

10 vazcal

vaz

Where




Rev T IS800410 - 16 V2

accal

y

bczcal

bcz

bcycal

bcyf10

0 6





When

accal

ac 015

accal

ac

mz bczcal

accal

cczbcz

my bcycal

accal

ccybcy

C

106f

C

106f

10

When

accal

ac 015

accal

ac

bczcal

bcz

bcycal

bcy10



V2 IS800410 - 17 Rev T

btycal btzcal2





atcal

y

btzcal

y

btycal

y06f 066f 066f 10




bcycal bczcal2


Where




Rev T IS800410 - 18 V2






































































































































End of Document

Title Page

Revision History


Table of Contents

IS800 Code

Introduction

Code Parameters





System Parameters

Control Parameters

Code Parameters

Provisions of IS800


I shapes

Channels

Single Angles

Tees

Double Angles

Round Bars

Pipes


Structural Tubing

Appendices




File Attachment
IS800 Manual


52 - 54



52 - 55



52 - 56



52 - 57






Section Title






52 - 58













52 - 59








52 - 60



52 - 61

Table IS8001-1











52 - 62




Material Properties





Slenderness Ratio



K-Factors







52 - 63















52 - 64












Buckling Length




52 - 65







Bending Stress






52 - 66




Combined Stresses




Force Limitation







52 - 67













52 - 68

Table IS8001-2





52 - 69

Table IS8001-3














52 - 70

Table IS8001-4




Steel GradeASTM

Designation



1 2 3 4 5

A36 3658

3658

3658

3658

3658

A529 4260

NA NA NA NA

A441 5070

5070

4667

4263

4263

A572-G42 4260

4260

4260

4260

4260

A572-G50 5065

5065

5065

5065

5065

A572-G60 6075

6075

NA NA NA

A572-G65 6580

NA NA NA NA

A242 5070

5070

4675

4263

4263

A588 5070

5070

5070

5070

5070



52 - 71

524 ACI Code 318-99







52 - 72
















Grade 60











1051 200FY





52 - 73

Notes







52 - 74



52 - 75





CIR36
















52 - 76




























52 - 77

526 ASD9-E Code









Text Box
Joan
Note
Marked set by Joan

GT STRUDLreg


Volume 2 - ASD9-E



Rev T ii V2


V2 iii Rev T


Revision No


T 2006

V2 iv Rev T

NOTICES




DISCLAIMER







Copyright copy 2006


ALL RIGHTS RESERVED


V2 v Rev T

Table of Contents

Chapter Page

NOTICES iv

DISCLAIMER iv


Table of Contents v





Figures



Tables




V2 vi Rev T































Table ASD9-E1-1









Material Properties













Slenderness Ratio



K-Factors
































Buckling Length

















Bending Stress










Combined Stresses




Force Limitation
















1 = never

2 = on failure

3 = all checks



1 = no output









Table ASD9-E1-2





































European Tables




















Table ASD9-E1-3



Steel GradeASTM

Designation



1 2 3 4 5

A36 3658

3658

3658

3658

3658

A529 4260

NA NA NA NA

A441 5070

5070

4667

4263

4263

A572-G42 4260

4260

4260

4260

4260

A572-G50 5065

5065

5065

5065

5065

A572-G60 6075

6075

NA NA NA

A572-G65 6580

NA NA NA NA

A242 5070

5070

4667

4263

4263

A588 5070

5070

5070

5070

5070











I Shapes
































= 10 W shapes

= 11 S shapes

= 12 HP shapes

= 13 M shapes












Table ASD9-E3-1





AXEFF 00 Real value

CantiMem NO YES






COMPK NO YES KY KZ

FLTORBUK YES NO














KX 10 Real value

KY 10 Real value







KZ 10 Real value







Print-K YES NO

PrintStr NO YES




SDSWAYY YES NO

SDSWAYZ YES NO




SUMMARY1 NO YES


TRACE1 4 1 2 3




VALUES1 1 2 3 4



System Parameters

PrintStr NO YES


SUMMARY NO YES


TRACE 1 2 3 4










VALUES 1 2 3 4









Control Parameters



















Code Parameters







CantiMem NO YES






CB = 175 + 105 (M1M2) + 03 (M1M2)2 lt 23














CODE Required


COMPK NO YES KY KZ






FLTORBUK YES NO

















































Print-K YES NO










SDSWAYY YES NO


SDSWAYZ YES NO




































































axis (ksi)



=





















































Actual lr =



Actual ft =



Actual ft =







Actual Klr =



Actual bt =



Otherwise Qs = 10




Actual htw =

Allowable htw =


Otherwise Qa = 10




ASD Eq C-E2-2

Where








LRFD Eq A-E3-5

Where


(parameter LX)



When Klr lt CNc =



Actual fa =

Where

Allowable Fa =


Where

Klr =

Q = Qs Qa


When Klr $ CNc = or


Actual fa =

Allowable Fa =



Where

Klr =

Q = Qs Qa






Actual bt =

Allowable bt =




Actual dtw = DTW

Allowable dtw =

Where

fa =






Actual dtw = DTW

Allowable dtw =

Where

fa =



If MZ $ 00

Actual Lb = UNLCFTF

If MZ lt 00

Actual Lb = UNLCFBF

Allowable Lc =

ASD Eq F1-2







Table ASD9-E42-1



0 Compact Section

1 Fail bt ratio

4 Fail dtw ratio







If COMPACT = 0

Fy 650 ksi





Fy 650 ksi







ASD Eq F1-3






Fy gt 650








ASD Eq F1-2

When

ASD Eq F1-6



When

ASD Eq F1-7


ASD Eq F1-8

















ASD Eq F2-3









When



When

ASD Eq F4-2



Where












ASD Eq H2-1







ASD Eq H1-1


ASD Eq H1-2


ASD Eq C-H1-2



ASD Eq C-H1-2





ASD Eq H1-3







bt = BF2TF

ht = INTYD FLTK

ASD Eq A-B5-3

ASD Eq A-B5-4


ASD Eq A-B5-8

ASD Eq A-B5-10



Where

b = INTYD

t = WBTK









































































































































End of Document

Title Page



Table of Contents


Introduction

ASD9-E Code





I Shapes


System Parameters

Control Parameters

Code Parameters







File Attachment
ASD9-E Manual


52 - 78



52 - 79




52 - 80



52 - 81

Table ASD9-E1-1









Material Properties






52 - 82







Slenderness Ratio



K-Factors









52 - 83
















52 - 84







Buckling Length










52 - 85







Bending Stress







52 - 86



Combined Stresses




Force Limitation










52 - 87






1 = never

2 = on failure

3 = all checks



1 = no output





52 - 88



52 - 89























52 - 90














European Tables






52 - 91













52 - 92

Table ASD9-E1-3



Steel GradeASTM

Designation



1 2 3 4 5

A36 3658

3658

3658

3658

3658

A529 4260

NA NA NA NA

A441 5070

5070

4667

4263

4263

A572-G42 4260

4260

4260

4260

4260

A572-G50 5065

5065

5065

5065

5065

A572-G60 6075

6075

NA NA NA

A572-G65 6580

NA NA NA NA

A242 5070

5070

4667

4263

4263

A588 5070

5070

5070

5070

5070



52 - 93




(ALONG)

(CUT ai )


ASTM UNESCO


11 2

2 1

3 2

4 3

minusrarr⎛

⎝⎜⎞⎠⎟

⎧⎨⎪

⎩⎪

⎫⎬⎪

⎭⎪minus

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

rarr⎧⎨⎩

⎫⎬⎭minus

⎧⎨⎪

⎩⎪

⎫

)

⎬⎪

⎭⎪minus

rarr⎧⎨⎩

⎫⎬⎭

minusINNER (LAYER)



4 5

6









52 - 94

where















Explanation




52 - 95








52 - 96

Requirements






Usage



52 - 97





52 - 98






Cut 1-1




52 - 99




DESIGN SLAB Top 5 130 2862 15610064 13543815












SLAB CROSS-SECTION


12000 1200 400000 6000000 0750 Inner



TOP 5 13000 2862 15610064280 13543814844 PASSES



52 - 100

Cut 2-2



















52 - 101


SLAB CROSS-SECTION


12000 1200 400000 6000000 0750 Outer




BOTTOM M14 10000 2864 16649207190 6713581875 PASSES


52 - 102



53 - 1

( ) ( )e e eσ σ σL2

= dT

Ω

Ωint⎛

⎝

⎜⎜

⎞

⎠

⎟⎟

1 2











53 - 2

( ) ( )σ σ σL2

= N N dT

T

Ω

Ωint sdot⎛

⎝

⎜⎜

⎞

⎠

⎟⎟

1 2

ησ

σ

σ =

ee

100+

times












53 - 3

Value - ValueValue

100Max Min

Avgtimes


Value 100

Max Avg Min Avg

Avg

times

Value - ValueValue

100Max Min

VectorMaxtimes


Value 100

Max Avg Min Avg

VectorMax

times









53 - 4



1 Enter GTMenu







53 - 5









Tabular form


i a

INCIDENCESi a

i a

GLOBAL LOCAL


i a

INCIDENCESi a

i a

GLO

D

D

S

S

E

E


D

D

S

S

E

E

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

rarr⎧⎨⎩

⎫⎬⎭

minus

bullbullbull

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

rarr

( )

( )BAL




⎧⎨⎩

⎫⎬⎭

minus


53 - 6

Elements











53 - 7

i a

INCIDENCESi a

i a

GLOBAL LOCAL


D

D

S

S

E

E


⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭

rarr⎧⎨⎩

⎫⎬⎭

minus( )

INCIDENCES ia

S

S

⎧⎨⎩

⎫⎬⎭

ia

D

D

⎧⎨⎩

⎫⎬⎭

Explanation



Element name




53 - 8


⎩⎪

⎫⎬⎪

⎭⎪

( )

CTX 0 0 0 0 0CTY 0 0 0 0


CRY 0CRZ

⎡

⎣

⎢⎢⎢⎢⎢⎢⎢⎢

⎤

⎦

⎥⎥⎥⎥⎥⎥⎥⎥








53 - 9

Modifications


Example




Errors







53 - 10











53 - 11


General form


Explanation


Example







53 - 12

Errors







53 - 13


i a

D

D

D

D

⎧⎨⎩

⎫⎬⎭

⎧⎨⎩

⎫⎬⎭


General form

Elements


Explanation



53 - 14



54 - 1



R

R

1 2 3

⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪





General form

Elements



Explanation



54 - 2









54 - 3

Examples






Error Messages










54 - 4








54 - 5

542 COUTPUT Command


where


Explanation





Usage




54 - 6



COUTPUT STANDARD



54 - 7


1

1

⎧⎨⎩

⎫⎬⎭

minus


JOINT i

a2

X v4 Y v5 Z v6

JOINT i

a2

X v4 Y v5 Z v6

JOINT i

a2

X v4 Y v5

2 2 2

( (Y

⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪

⎧

⎨

⎪⎪

⎩

⎪⎪

⎫

⎬

⎪⎪

⎭

⎪⎪

⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪

⎧

⎨

⎪⎪

⎩

⎪⎪

⎫

⎬

⎪⎪

⎭

⎪⎪

⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪

Z v6

⎧

⎨

⎪⎪

⎩

⎪⎪

⎫

⎬

⎪⎪

⎭

⎪⎪

⎧

⎨

⎪⎪⎪⎪

⎩

⎪⎪⎪⎪

⎫

⎬

⎪⎪⎪⎪

⎭

⎪⎪⎪⎪


General form

Explanation








54 - 8






54 - 9

Examples


ORIGIN 00 150 00 R1 30












54 - 10


listrarr⎧⎨⎩

⎫⎬⎭


General form

Explanation



54 - 11

SET ELEMENTS HASHED

SEQUENTIAL

⎧

⎨⎪

⎩⎪

⎫

⎬⎪

⎭⎪








54 - 12



54 - 13




General Form


A A A

Elements


Where





54 - 14


General Form


A A A

Elements


54 - 15

Where









LINE 2 - 500


ARC TEMPLATE 3

CENTERED ARC 3

BEZIER CURVE 2 - 10

SPLINE CURVE 2 - 10


54 - 16

End of Document

Title Page

NOTICES

Table of Contents




Dynamics

Elastic Buckling

General

GTMenu


Model Wizard

Nonlinear Analysis


Offshore


Rigid Bodies

Scope Editor

Static Analysis

Steel Design

Steel Tables

Utility Programs


Dynamic Analysis

Finite Elements

General

GTMenu

Model Wizard

Nonlinear Analysis

Offshore


Static Analysis

Steel Design


Finite Elements

General InputOutput

GTMenu

Rigid Bodies

Scope Environment


Introduction





ACI Code 318-99


ASD9-E Code






ROTATE LOAD Command

COUTPUT Command





release guide volume 1...5.2.3 steel design by indian standard code is800 5.2.4 aci code 318-99...

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