What's New in STAAD.Pro V8i SS4(patch), Build 20.07.09.21 ( 20 December 2012)
A) 01 The deflection check has been introduced into the AISC 360-10 steel design module using the parameters DFF, DJ1 and DJ2 as with previous codes, but has been enhanced to allow deflection checks to be performed on different load cases 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 a load envelope that is defined as a ‘Serviceability’ case:-
. DEFINE ENVELOPE
. (load case and combination numbers) ENVELOPE (envelope number) TYPE SERVICEABILITY
. 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 for force checks.
Note that if a deflection check is required, then the parameter DFF must be set to the required value on the members that are to be checked for deflection.
A) 02 The AISC 360-10 steel design code has been corrected to ensure that if a SELECT command is included, then the design will run the select process as outlined in the manual and implemented in all other design codes including the previous versions of the AISC code.
A) 03 The ASIC 360-10 steel design module has been updated to address an issue with sections that have been defined as welded using the parameter 'STP 2', 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 the reintroduction of the MAIN and TMAIN parameters. Setting either to 1.0 will bypass any slenderness checks.
A) 05 The AISC 360-10 steel design module has been improved in the design of single angle sections. The check of single angle profiles is now reported in both geometric and principal axes and the most efficient design used in the overall design.
A) 06 The AISC 360-10 steel design output has been corrected to reflect the sign of axial force where a positive axial force is compression and negative is tension. Note that this is only a report issue, tension and compression 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 the design of User Provided Table (UPT) tube profiles by calculating the design torsion capacity which was previously returning zero and thus always failing with utilization ratio of infinity.
A) 08 The AISC 360-05 design code has been updated to improve the web shear coefficient Cv
A) 09 The AISC 360-05 steel design module has been improved for design of pipes in User Provided Tables (UPT). These sections can include a definition of shear area. However, previously the design would use a calculated shear area rather than that specified in the user table. Now, if there is a value in the user table, that value will be used.
A) 10 The AISC 360-05 steel design module has been improved with respect to the section classification. Previously a worst classification would be established and used throughout for each member design. Now, a classification is established for each check as appropriate.
A) 11 The IS1893 seismic load generation has been updated to correct the calculation of the static base shear used in VB/vb.
A) 12 The SOFT STOREY CHECK has been updated to ensure that the check is performed correctly where the model is defined with exactly 4 storeys.
A) 13 The static seismic definitions such as UBC, IBC, etc. have been updated to ensure that any factor assigned to a selfweight mass is correctly accounted for.
A) 14 The AISC 360-05 steel design module has been improved in the design of pipe sections. Which were being designed as slender under all conditions even when they should be consider as compact or semi-compact, thus resulting in potentially conservative designs.
A) 15 The one way option of the FLOOR LOAD command has been updated to account for the inclusion of FLOOR DIAPHRAGM commands in the file.
A) 16 The AITC 1994 and Mexican LRFD steel design codes have been updated to correctly handle the parameter CMB which was not being used.
A) 17 The automatic wind loading routine has been updated to ensure that the loading on HSS round sections in the standard databases and cold formed round sections are loaded correctly as outlined in the online help.
A) 18 An additional message has been added to the IS:800-1984 code when designing double I sections. This warns that these sections will only be designed for the provisions of the general I section and does not account for lacing or batten design.
A) 19 The BS5950:1-2000 steel design module has been updated for the design of user defined I sections. The LTB slenderness of a user defined I sections, 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 user defined I sections with unequal flanges. The design of I sections with unequal flanges has been updated so that the equivalent slenderness will be calculated as per section B.2.4 of the code.
A) 20 The iterative analysis that utilises both the MEMBER TENSION setting and includes a MEMBER REDUCTION in the axial direction has been improved to ensure that each iterative step includes the specified reduction factor. Previously this was not done on all steps and could result in the iterative solution not being achieved.
A) 21 The IS:800-2007 code has been updated to calculate the slenderness of tee section profiles so that they can be included in a design. It should be noted that sections currently defined as tapered sections with a bottom flange as 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 which would cause the analysis to crash.
A) 23 The IS:800-2007 design module has been updated to ensure that the spacing of transverse stiffeners when set with the TST setting the value specified in TSP is used. Additionally the calculation of D/Tw has been corrected to use the web thickness rather than the flange thickness.
A) 24 The NRC 2005 seismic output has been modified to correctly reference "Design Spectral Acceleration" where previously it had referenced "Sec. Seismic Response Factor".
A) 25 The basic analysis engine has been updated to handle models that include the legacy method for defining a finite element mesh using the commands DEFINE MESH and GENERATE ELEMENT which was causing the analysis to crash.
A) 26 The IS:456-2000 concrete design module has been updated to ensure that if the parameter ENSH is set to 1 then it will ignore the enhanced shear check.
A) 27 The AISC 360-10 steel design module has been updated such that a slenderness check is no longer used as a critical member ratio check. If a slenderness check is included and exceeds unity, then it may be reported as the governing criteria. However, if it is less than unity, then it will be reported, but not used as the governing ratio.
A) 28 The processing of GROUP commands has been improved since the addition of the RIGID FLOOR command to STAAD.Pro which caused an error in the correct processing of the GROUP command.
A) 29 Generally MASS reference load type is used for the purpose of forming the mass model of the structure for any seismic/response/time history loading. In absence of this ref load case, the previous method of mass modelling should be followed. However when rigid floor diaphragm definitions are present, the program accepts Gravity ref load types to form the mass model in absence of Mass ref load type. In absence of both Mass and Gravity ref load types, the program will combine all Dead and Live ref load types to form the mass model.
A) 30 The SOFT STORY CHECK has been updated to address when the master joint on a rigid floor diaphragm is already defined as an analytical joint in the 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 now addressed.
A) 31 The one-way floor loading routine has been improved for non-rectangular panels. This addresses he situation where the incidence of a beam is reversed and a concentrated load was applied.
A) 32 The AIJ seismic loading has been updated to account for the inclusion of the optional factor (f5) which is included in the addition of the AIJ seismic definition in a load case.
A) 33 The NORSOK N004 steel design module has been updated to ensure that when calculating the interaction ratio to Cl. 188.8.131.52 (Eq.6.27), the program uses the applied axial load for the “NSd” term in the equation. The module was previously 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 that the calculation of the capacity uses the correct equation of either 5.12 or 5.14 when a value is specified in the CB parameter. Previously the choice of equation was taken assuming the end moments to be zero and hence could produce a 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 the results of members that have been defined as double angle profiles are displayed in the post-processing mode. The results of these members was previously only shown in the output file.
A) 36 The automatic floor load command has been updated to ensure that if the command SET FLOOR LOAD TOLERANCE has not been set, then a default tolerance of 0.001 inches will be used.
A) 37 The AISC 360-10 steel design routine has been updated to correct the calculation of the warping constant Cw for wide flanged members which was previously being done incorrectly using the major axis inertia, rather than the minor axis inertia. This results in an over estimate of the bending strength when it is not limited by the plastic moment.
A) 38 The AISC 360-10 design check has been updated to ensure that the slenderness check ratio is accounted for in the overall design summary when requested for inclusion.
A) 39 The AISC 360-10 steel design deflection check has been updated to ensure that the category (i.e SERVICEABILITY) of the envelope containing the load case to be used for deflection checks is correctly identified.
A) 40 The AISC 360-10 TRACK 2 output has been updated with more section property information.
B) 01 The assignment of properties to an edit list has been updated to address the occasional problem where if this is done on an existing list, the resulting list would include a number of duplicate references.
B) 02 The GUI has been updated to ensure that if a LARGEDELTA parameter is included in the PDELTA command, then it is retained when the file is saved in the GUI.
C) 01 The Post Processing of models creating large amounts of results data in excess of 2 GB has been improved which would have previously reported an issue of 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 AISC pipe sections are displayed in the member query and stresses displayed in the post processing mode, unit conversions are applied correctly. A problem would manifest itself if the base unit was not set to English or the current units were not the default English units.
K) 01 The analysis output has been enhanced with a summary of the number of joints, members, plates, solids, surfaces and supports in the current model in the Problem Statistics.
K) 02 Section 7C.5.4 of the International Codes Manual has been updated to show the correct equation for structural hollow sections.
K) 03 Section 184.108.40.206 of the online help has been updated to clarify the order in which weight definitions should occur in a seismic definition.
K) 04 The documentation of Example 21 in the Application Example manuals has been updated to clarify the correct use of the MEMBER TENSION command.
K) 05 The OpenSTAAD documentation for the function Load.GetNodalLoads has been updated to correct the type for the node number which should be a long, rather than integer.
K) 06 The OpenSTAAD documentation has been updated to include details on the function Output.GetIntermediateMemberForcesAtDistance with the syntax, parameter list and example.
L) 01 When a file is sent to be analysed any design blocks that are currently not licensed with a suitable SELECT license (indicated with green dots on the start page) are reported with a new message "Selected license set does not support design code. The design will not be performed."