This document outlines fixes and last minute changes. Also refer to the What's New section of the Online Help for Major New Features.
Copyright (c) 1997-2015 Bentley Solutions Center
A) 01 The AISC 360 steel design routines have been updated to address an issue if the first member of the design is a member specified with a MEMBER TRUSS specification and the group of members being designed included a taper member. This was causing the taper member design routines to fail.
A) 02 The IS456/IS13920 concrete beam design routine has been corrected to ensure that the design uses the correct design moments when the command TORSION 1 has been specified. Note the following a) In an IS456/IS13920 concrete beam design, the design bending moment considered at given section is calculated by summing two moments : Mz + an equivalent bending moment derived from Mx, calculated as per the code and b) The torsional moment not only increases the design bending moment, but also the requirement of stirrups. The command TORSION 1 is an instruction to for the design to ignore the effect of torsion. Whilst this was implemented in step b) it was still calculating the additional moment in step a). Now if the TORSION 1 command is specified both parts are ignored.
A) 03 The routine to process a SELFWEIGHT command has been updated to address an issue which would occur if a member list is assigned to the command which would result in the analysis crashing during the processing of this command.
A) 04 The analysis engine has been updated top correct a recent change in the processing of the path of an external User Provided Table which was causing the analysis engine to fail to find the UPT and result in an error being reported and the analysis failing to complete.
A) 05 The member section stresses for a user table wide flange profile where both flanges were defined with the same dimensions were incorrectly reported. The section forces were reported correctly, but incorrectly converted into stress values. Note that this issue was only a problem in the values reported in the output file, it did not affect the stresses reported in the Post Processing mode.
A) 06 The displacement results of an advanced cable analysis have been updated for models that include the CHANGE command.
A) 07 The design of double angle sections to IS 800:2007 has been updated to correct the calculation of shear area that were not checking for the connected leg.
A) 08 An issue with extracting the eigen modes has been addressed which manifest itself with duplication in reported modes. This has been adressed by displaying a warning if duplicate modes are generated and a new command nas been added SET EIGEN CONVERGENCE TOLERANCE 'n', where 'n' is a positive integer which is used to to determine the tolerance and which is set to 1.0e-n. The default is 6 (i.e. a tolernace setting of 1.0e-6). By increasing the value of 'n', it should be possible to eliminate duplicate modes.
A) 09 The floor loading command has been corrected to ensure that the distribution is managed correctly when using any length unit.
A) 10 The routine that calculates the section forces with the command PRINT MAXFORCE ENVELOPE has been corrected to prevent the command from causing the analysis to crash.
A) 11 The analysis engine has been updated to ensure that if it is encountering a problem with available memory on the system while calculating member section forces, the message that is reported in the output file correctly reflects the nature of the issue being faced.
A) 12 The output for an AISC 360-10 design code check specified with a TRACK 2 option, has been slightly modified by providing clearer section headings.
A) 13 The Indian steel design IS 800:2007 has been updated to ensure that the parameter CAN is processed, i.e. to treat the member as a cantilever. Addressed in Build 20.07.11.45 but not documented
A) 14 The FLOOR LOAD specified with the INCLINED option was failing to identify a panel to load with the internal precision of 0.01% of the maximum span of the panel. This now includes an additional test of 0.1 inch.
A) 15 The ACI 318 column design routines have been updated to improve the interaction check which is designed for bi-axial moments. If the design moments about either the Y or Z axes are very small (i.e. < 10e-3 kip-in), then this could have resulted in the capacity for that axis not to be calculated and the equation fail with a divide by zero error. This would have caused the analysis to crash. Now, this part of the interaction equation is explicitly set to zero. This was addressed in build 20.07.11.33, but not documented.
A) 16 The ACI 318 column design routines have been updated to address an issue when the column is subject to very small axial loads. This was resulting in a negative required steel area. This should then result in the assignment of the minimum steel area which was not occurring. This modification was introduced in build 20.07.11.45, but not documented.
A) 17 The analysis engine has been updated to catch a limitation with the Master/Slave command in that it is currently not possible to have a node on a solid entity as a slave node. Previously this would have caused the analysis to crash. Now this situation is captured, the analysis is terminated and an error reported in the output file. This issue was addressed in 20.07.11.45, but not documented.
A) 18 The ACI 318 column design routine has been updated to ensure that when both the axial load and bending moments are small, the routine to check that sufficient steel has been provided completes the check for the full range of possible steel percentages. A fix provided in build 20.07.11.45 meant that this routine ended prematurely and resulted providing insufficient reinforcement.
A) 19 The oneway floor load distribution routine has been updated such that if the panel in which the load in defined is square, unless a specific direction is given, this load will generate a 2 way distribution on the perimeter members. Previously this would have resulted in no load being generated on those members. This is supported with a warning message in the output file.
A) 20 A change in the compiler used to create the STAAD.Pro analysis engine in the SS6 release has resulted in User Tables with a space in the filename/path not being processed. This resulted in an error message being displayed and the analysis terminated. These files are now processed. Note also the GUI has also been updated to ensure that it handles such files with double quote marks ("...") around the filename/path.
A) 21 The analysis engine has been updated to ensure that if a REFERENCE load case is defined including multiple SELFWEIGHT commands with named member list parameters, the lists are now handled correctly, which previously caused the analysis to crash.
A) 22 The intermediate axial forces have been corrected for models which include two or more analysis commands each followed by a CHANGE command and steel design checks follows immediately after CHANGE command. This resulted in the intermediate axial forces being reported with clearly incorrect values.
B) 01 The method used by the GUI to determine the screen size and thus display a warning if inadequate has been updated to use the details of the screen that the application has been launched which benefits users who use the computer connected to multiple monitors of varying resolution.
B) 02 The dimensions of 4 CHS sections in the European hot rolled steel database were set to zero, these have been corrected.
B) 03 The GUI has been updated to improve handling models with more than 65537 objects assigned a given combined profile and material combination (i.e. Property reference). Such models were being saved without the full assignment of properties. This has now been addressed and this limit has been removed.
B) 04 The routine used to determine the intersection of crossing members within a given tolerance has been updated to allow for negative values in the routine which otherwise fail to catch some intersections.
B) 05 The Canadian steel database has been updated with plastic properties for the channel sections in the C and MC tables. These are not published values and have been calculated using the section geometry.
C) 01 The graphs of members defined with the TRUSS specification have been updated to ensure that the values at intermediate locations are displayed.
C) 02 The post processing of the results for steel designs to the AISC 360-05/10, CSA S16/09/14 and IS 800 codes has been updated to ensure that if deflection parameters are defined, but no explicit serviceability envelope defined, the results might include a reference to a rogue deflection check. Note that this issue did not affect the results in the output file.
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K) 01 The Eurocode 8 Response Spectrum documentation has been updated to clarify the ground acceleration term Alpha.
K) 02 The documentation for Verification Examples, Plate/Shell Elements, Static Element 8 has been updated to clarify the problem.
K) 03 The Technical Reference Manual section 5.37.8 Geometric Nonlinear Analysis has been updated to clarify the correct use of the geometric stiffness flag KG.
K) 04 The Technical Reference Manual section 5.32.3.1 Element Load Specification - Plates, has been updated to clarify the correct specification for pressure loads perpendicular to the surface of the plate is:- element-list PRESSURE p1 (x1 y1 x2 y2).
K) 05 The International Design Codes manual has been updated to include the option of a value 2 for the specification SBLT to indicate the section being fabricated from a cold formed process.
L) 01 Roaming Project Settings have been added to allow models to have the default configurations unified with CONNECT Project. Three capabilities have been introduced and avalilable from the File>Configuration dialog in a new Project Profile sheet.
1) Create CONNECTED Project profiles. A feature typically used by the project manager, this collates the current set of configuration settings and produces a zip file DefaultConfig.zip, located in the folder c:/Users/(current user)/App Data/Local/Bentley/Engineering/STAAD.Pro V8i SS6. This can be uploaded to the CONNECT Project Portal using the 'Application Settings' on the website of the project. These settings will be used by any model that is set to use this project and has the option 'Use Roaming Profiles' checked. 2) Use Roaming Profiles. Typically used by any design team member working on a CONNECTED project. When this is set, then any model associated with a CONNECTED project will obtain the assigned settings for the project that has been uploaded by the project manager as defined above. 3) Detemine the default CONNECT project to pre-select a project in the Project Chooser dialog when associating a STAAD.Pro model with a CONNECTED project.