In August this year, we released SELECTseries 4 of STAAD.Pro V8i. Themain enhancement included in this release was the introduction of the latestAISC 360-10 steel design code. However, this did not include a few featuresthat were found to be required by many users that use the AISC code and has ledto production of a new patch release which is now available on the BentleySELECT servers. The key issues addressed include:-
The patch has additionally addressed issues in a number of other areasand listed here and can be found in the ReadMe file installed with updates fromall other version:-
1. What's New in STAAD.Pro V8i SS4 patch, Build 20.07.09 ( 29 November2012)
(A) Issues addressed in the Analysis/Design engine (36) (B) Issues addressed in the Pre-Processing Mode (02) (C) Issued Addressed in the Post-Processing Mode (02) (D) Issues Addressed in the Steel Design Mode (00) (E) Issues Addressed in the Concrete Design Mode (00) (F) Issues Addressed in the RAM Connection Mode (00) (G) Issues Addressed in the Advanced Slab Design Mode (00) (H) Issues Addressed in the Piping Mode (00) (I) Issues Addressed in the Editor, Viewer and other modules (00) (J) Issues Addressed in OpenSTAAD (00) (K) Issues Addressed with Printing and Documentation (06) (L) Issues Addressed with licensing / security / installation (01)
(A) Issues addressed in the Analysis/Design engine (36)
A) 01 The deflection check has been introduced into the AISC 360-10 steeldesign module using the parameters DFF, DJ1 and DJ2 as with previous codes, buthas been enhanced to allow deflection checks to be performed on different loadcases than the force checks, with the overall worst ratio being the governing criteria.The load cases that are required for deflection checks should be included in aload envelope that is defined as a ‘Serviceability’ case:-
. DEFINE ENVELOPE
. (load case and combination numbers) ENVELOPE (envelope number) TYPESERVICEABILITY
. END DEFINE ENVELOPE
If any of these load cases are then included in the AISC 360-10 design,they will be used for deflection checks. All other load cases will be used forforce checks.
Note that if a deflection check is required, then the parameter DFF mustbe set to the required value on the members that are to be checked fordeflection.
A) 02 The AISC 360-10 steel design code has been corrected to ensurethat if a SELECT command is included, then the design will run the selectprocess as outlined in the manual and implemented in all other design codesincluding the previous versions of the AISC code.
A) 03 The ASIC 360-10 steel design module has been updated to address anissue with sections that have been defined as welded using the parameter 'STP2', these were not accounted for correctly and could cause the design to crash.
A) 04 The AISC 360-10 steel design module has been enhanced with thereintroduction of the MAIN and TMAIN parameters. Setting either to 1.0 willbypass any slenderness checks.
A) 05 The AISC 360-10 steel design module has been improved in thedesign of single angle sections. The check of single angle profiles is nowreported in both geometric and principal axes and the most efficient designused in the overall design.
A) 06 The AISC 360-10 steel design output has been corrected to reflectthe sign of axial force where a positive axial force is compression andnegative is tension. Note that this is only a report issue, tension andcompression forces were being used in their correct sense in the actual design.
A) 07 The AISC 360-10 steel design module has been improved to allow thedesign of User Provided Table (UPT) tube profiles by calculating the designtorsion capacity which was previously returning zero and thus always failingwith utilization ratio of infinity.
A) 08 The AISC 360-05 design code has been updated to improve the webshear coefficient Cv
A) 09 The AISC 360-05 steel design module has been improved for designof pipes in User Provided Tables (UPT). These sections can include a definitionof shear area. However, previously the design would use a calculated shear arearather than that specified in the user table. Now, if there is a value in theuser table, that value will be used.
A) 10 The AISC 360-05 steel design module has been improved with respectto the section classification. Previously a worst classification would beestablished and used throughout for each member design. Now, a classificationis established for each check as appropriate.
A) 11 The IS1893 seismic load generation has been updated to correct thecalculation of the static base shear used in VB/vb.
A) 12 The SOFT STOREY CHECK has been updated to ensure that the check isperformed correctly where the model is defined with exactly 4 storeys.
A) 13 The static seismic definitions such as UBC, IBC, etc. have beenupdated to ensure that any factor assigned to a selfweight mass is correctlyaccounted for.
A) 14 The AISC 360-05 steel design module has been improved in thedesign of pipe sections. Which were being designed as slender under allconditions even when they should be consider as compact or semi-compact, thusresulting in potentially conservative designs.
A) 15 The one way option of the FLOOR LOAD command has been updated toaccount for the inclusion of FLOOR DIAPHRAGM commands in the file.
A) 16 The AITC 1994 and Mexican LRFD steel design codes have beenupdated to correctly handle the parameter CMB which was not being used.
A) 17 The automatic wind loading routine has been updated to ensure thatthe loading on HSS round sections in the standard databases and cold formedround sections are loaded correctly as outlined in the online help.
A) 18 An additional message has been added to the IS:800-1984 code whendesigning double I sections. This warns that these sections will only bedesigned for the provisions of the general I section and does not account forlacing or batten design.
A) 19 The BS5950:1-2000 steel design module has been updated for thedesign of user defined I sections. The LTB slenderness of a user defined Isections, the equations being used were that for sections with equal flanges(section B.2.3 of the code). This could give rise to inconsistencies for userdefined I sections with unequal flanges. The design of I sections with unequal flangeshas been updated so that the equivalent slenderness will be calculated as persection B.2.4 of the code.
A) 20 The iterative analysis that utilises both the MEMBER TENSIONsetting and includes a MEMBER REDUCTION in the axial direction has been improvedto ensure that each iterative step includes the specified reduction factor.Previously this was not done on all steps and could result in the iterativesolution not being achieved.
A) 21 The IS:800-2007 code has been updated to calculate the slendernessof tee section profiles so that they can be included in a design. It should benoted that sections currently defined as tapered sections with a bottom flangeas zero is not a correct method for defining a tee section. To be correct,these should be defined using the Tee User Provided Table.
A) 22 The CABLE ANALYSIS has been updated to address occurrences whichwould cause the analysis to crash.
A) 23 The IS:800-2007 design module has been updated to ensure that thespacing of transverse stiffeners when set with the TST setting the valuespecified in TSP is used. Additionally the calculation of D/Tw has beencorrected to use the web thickness rather than the flange thickness.
A) 24 The NRC 2005 seismic output has been modified to correctlyreference "Design Spectral Acceleration" where previously it hadreferenced "Sec. Seismic Response Factor".
A) 25 The basic analysis engine has been updated to handle models thatinclude the legacy method for defining a finite element mesh using the commandsDEFINE MESH and GENERATE ELEMENT which was causing the analysis to crash.
A) 26 The IS:456-2000 concrete design module has been updated to ensurethat if the parameter ENSH is set to 1 then it will ignore the enhanced shearcheck.
A) 27 The AISC 360-10 steel design module has been updated such that aslenderness check is no longer used as a critical member ratio check. If aslenderness check is included and exceeds unity, then it may be reported as thegoverning criteria. However, if it is less than unity, then it will bereported, but not used as the governing ratio.
A) 28 The processing of GROUP commands has been improved since theaddition of the RIGID FLOOR command to STAAD.Pro which caused an error in thecorrect processing of the GROUP command.
A) 29 Generally MASS reference load type is used for the purpose offorming the mass model of the structure for any seismic/response/time historyloading. In absence of this ref load case, the previous method of massmodelling should be followed. However when rigid floor diaphragm definitionsare present, the program accepts Gravity ref load types to form the mass modelin absence of Mass ref load type. In absence of both Mass and Gravity ref loadtypes, the program will combine all Dead and Live ref load types to form themass model.
A) 30 The SOFT STORY CHECK has been updated to address when the masterjoint on a rigid floor diaphragm is already defined as an analytical joint inthe model and thus no new joint is created as the master joint by the program,then the program failed to calculate story stiffness correctly which is nowaddressed.
A) 31 The one-way floor loading routine has been improved fornon-rectangular panels. This addresses he situation where the incidence of abeam is reversed and a concentrated load was applied.
A) 32 The AIJ seismic loading has been updated to account for theinclusion of the optional factor (f5) which is included in the addition of theAIJ seismic definition in a load case.
A) 33 The NORSOK N004 steel design module has been updated to ensure thatwhen calculating the interaction ratio to Cl. 188.8.131.52 (Eq.6.27), the programuses the applied axial load for the “NSd” term in the equation. The module waspreviously using the axial capacity rather than the applied load for the"NSd" term.
A) 34 The AIJ 2005 steel design module has been updated to ensure thatthe calculation of the capacity uses the correct equation of either 5.12 or5.14 when a value is specified in the CB parameter. Previously the choice ofequation was taken assuming the end moments to be zero and hence could producea lower capacity for the member and thus result in a conservative design.
A) 35 The IS800:2007 steel design has been updated to ensure that theresults of members that have been defined as double angle profiles are displayedin the post-processing mode. The results of these members was previously onlyshown in the output file.
A) 36 The automatic floor load command has been updated to ensure thatif the command SET FLOOR LOAD TOLERANCE has not been set, then a default toleranceof 0.001 inches will be used.
(B) Issues addressed in the Pre-Processing Mode (03)
B) 01 The assignment of properties to an edit list has been updated to addressthe occasional problem where if this is done on an existing list, the resultinglist would include a number of duplicate references.
B) 02 The GUI has been updated to ensure that if a LARGEDELTA parameteris included in the PDELTA command, then it is retained when the file is savedin the GUI.
(C) Issued Addressed in the Post-Processing Mode (01)
C) 01 The Post Processing of models creating large amounts of results data inexcess of 2 GB has been improved which would have previously reported an issueof the form 'Unable to create mapping of the file c:\...\filename.ejt'
C) 02 The GUI has been updated to ensure that when the details of AISCpipe sections are displayed in the member query and stresses displayed in thepost processing mode, unit conversions are applied correctly. A problem wouldmanifest itself if the base unit was not set to English or the current unitswere not the default English units.
(K) Issues Addressed with Printing and Documentation (06)
K) 01 The analysis output has been enhanced with a summary of the number ofjoints, members, plates, solids, surfaces and supports in the current model inthe Problem Statistics.
K) 02 Section 7C.5.4 of the International Codes Manual has been updatedto show the correct equation for structural hollow sections.
K) 03 Section 184.108.40.206 of the online help has been updated to clarifythe order in which weight definitions should occur in a seismic definition.
K) 04 The documentation of Example 21 in the Application Example manualshas been updated to clarify the correct use of the MEMBER TENSION command.
K) 05 The OpenSTAAD documentation for the function Load.GetNodalLoadshas been updated to correct the type for the node number which should be along, rather than integer.
K) 06 The OpenSTAAD documentation has been updated to include details onthe function Output.GetIntermediateMemberForcesAtDistance with the syntax,parameter list and example.
(L) Issues Addressed with licensing / security / installation (01)
L) 01 When a file is sent to be analysed any design blocks that are currentlynot licensed with a suitable SELECT license (indicated with green dots on thestart page) are reported with a new message "Selected license set does notsupport design code. The design will not be performed."
how we can download this patch
The patch is available as a download from the Bentley SELECT server as all other installations. Search for STAAD products and you will see it there as the latest installation.
cannot find the patch..
If the release 20.07.09 is the latest patch, it is not working fine yet, the AISC 2010 present a few errors as the SELECT. Another member of Bentely Support told our team about that but again, as with this patch, I assume we will have to wait a few months for a release able to work with.