What's New in STAAD.Pro V8i SS4 Build 20.07.09.31 ( 11 March 2013)
A) 01 The STAAD.Pro analysis routines that read external UPT files has been updated to check for files that have been encoded with UNICODE. These are not supported, but now if detected, will warn the user and advise that the file be saved in a ANSI format.
A) 02 The routine that adds the key file information to the output file when set in the Configurations>Input/Output File Format' dialog, has been updated to check the option has been set from the settings stored in the user virtual store.
A) 03 The AISC 360-10 design code has been updated to set the slenderness limit to the limit for tension (default 300) if the member has no axial load. Previously, this was taken as the limit for compression (default 200).
A) 04 The shear capacity of tapered wide flange sections has been improved for AISC 360-05 designs. When calculating of Cv, the depth of the section was being taken as that at the start of the member for all cross sections. This has been changed to use the depth of the section at the current location.
A) 05 The AIJ seismic routine has been updated to correct a fault introduced in the initial SS4 release where loads at intermediate levels are not getting generated.
A) 06 The format of output from an AISC 360-10 design has been updated to improve the pagination in the ANL file.
A) 07 The details of an AISC-10 design have been updated to ensure that the values of MNY and MNZ are displayed in a member query dialog.
A) 08 The AIJ 2005 steel design module has been updated to include a parameter PLB (the plastic critical slenderness ratio, p-lambda-b), which is used to calculate the equivalent bending moment based on the member end moments. If this is 0 (the default value), it will be calculated according to AIJ 2005 eqn. 5.12 or 5.14. Any other entered value will be used as the value of p-lambda-b.
A) 09 The AIJ 2005 steel design module has been updated to ensure that the calculations of the allowable bending stress are limited by the allowable tensile stress.
A) 10 The IS-1893(2002) response spectrum routine has corrected the calculation of base shear from the static method due to an earlier error in obtaining the multiplication factor corresponding to the damping ratio from table 3 of the IS code. This had led to an abnormally high overall multiplication factor.
A) 11 The Australian steel design module to AS-4100-1998 has been updated to ensure that when a CHS section is designed, the value of yield slenderness limit is taken as a Circular Hollow Section i.e. 82, not treated as a flat section which was resulting in a lower limit.
A) 12 The IS-456 concrete design module has been modified to ensure that if the MAXMAIN parameter is set to a value which requires more than a single layer of tensile reinforcement, then if a rebar pattern can be found, it will be reported. Previously the design would report that a suitable bar arrangement could not be found.
A) 13 The EN-1993-1-1 steel design module has been updated to improve the handeling of sections designed as angles when they are double symmetric and this the angle between geometric and principal axes is zero. Previously this would cause the member to have a ratio of zero.
A) 14 The output format for the torsion values in the Member End Forces results table has been updated to match the format of the moments.
A) 15 The NS-3472 Norwegian steel design has been updated to add a warning is tapered tubes are designed as these are outside the scope of this design module.
A) 16 The EN-1993-1-1 design routines have been enhanced for General Sections designed as a given section by the GST parameter. The design will now use the warping constant defined by the HSS parameter rather than calculating it from the dimensions given. If HSS is not given or zero, then the warping constant will be calculated assuming the section type given by GST and the given section dimensions.
A) 17 The EN-1993-1-1 steel design module has been enhanced when calculating the reduced moment resistance of sections in the presence of bending and shear. The value calculated now considers the effect of torsion if present and the reduction factor rho calculated from 6.2.8(4) using the plastic shear resistance as defined in section 6.2.7(9)
A) 20 The calculation of intermediate displacements for members with offsets has been enhanced by better accounting for any initial rotation at the node point which gets transposed to the effective start of the member and the section displacements reported in the output fie are from the effective start of the member rather than the node point. Note that the actual nodal displacements are unaffected by the change.
A) 21 The Eurocode steel design module EN-1993-1-1 has been enhanced to improve the efficieny of designs of wide flange sections that are subject to bending and high shear forces. When the applied shear force > 50% of the shear capacity, the yield stress is reduced as per clause 6.2.8 of the code. This reduced yield stress is now only applied to the shear area and the full fy will be applied to the rest of the section area. The moment capacity of the section will then be calculated as an effective combined section of two parts using the different yield stresses on the different areas of the section.
A) 22 The Eurocode steel design module EN-1993-1-1 has been updated to improve the design of user defined channel sections. The calculation of the c of g along the local z-z axis was not correct which resulted in an incorrect value of torsional buckling (Ncr,T) and torsional flexural buckling (Ncr,TF).
A) 23 The Eurocode steel design module EN-1993-1-1 has been updated to improve the shear buckling checks where the flange capacity exceeds the applied shear load. Previously this would cause the design to enter a never ending loop and thus cause the design to hang.
A) 24 The Mexican seismic load modules have been updated to ensure that the calculation of the base shear is correct for instances when Te>Tb. Previously, the value calculated was over estimated.
A) 25 The STAAD.Pro analysis routines that evaluate the distribution of area loading defined by group or defined with inclined areas using the ONEWAY or FLOOR definition have been improved as previously the calculation that determined the plane of the loaded area could be adversely affected by its distance from the model origin and in some instances would fail to capture all the nodes in the plane. Note however, that this would be indicated in the GUI as the display would show areas that were not captured by the load.
A) 26 The calculation of the Centre of Rigidity using PRINT DIAPHRAGM CR has been improved.
A) 27 The Indian concrete design module IS456 has been updated to catch situations where narrow beams are set to use large bar sizes equal to the actual distance of the beam width less the side cover. Previously this extreme situation would cause the design to fail.
A) 28 The AISC 360-10 and AISC 360-05 steel design modules has been enhanced with two new parameters 'CSP', spacing between connectors (default 12in) and 'SNU', type of connectors (default, snug bolted) to define for the construction of built up members as defined in section E6.
A) 29 The Indian concrete design module IS:13920 has been updated to clarify the use of the COMBINE parameter such that when it is used to create a continuous member to design, the command DESIGN BEAM should follow before another set of members are COMBINED into another continuous member and that followed by the DESIGN BEAM command. If this sequence is not followed, the design will report this as an error.
A) 30 The cable analysis routine has been updated to correct a convergence issue that resulted in out of balance results even after convergance. However, note that moments due to applied loads assume original coordinates while reactions are determmined by the deformed coordinates, thus the deformed balances will differ to a degree from the applied balances.
A) 31 The compression capacity calculation for rectangular hollow sections in the AS:4100-1998 steel design module has been updated. The yield slenderness limit (table 6.2.4) for the elements of the section considered as the flange were being calculated as elements supported on one edge. It has been updated to use the limit for elements supported along both edges
B) 01 The GUI has been updated to address an application crash when files are opened from the Recent Files list.
B) 02 The range of standard steel databases provided by STAAD.Pro has been enhanced with an additional Brazilian steel database containing sections rolled by Geradu and V&M tubular sections.
B) 03 The default value set for damping in the GUI for the IS-1893 2002/2005 seismic load generator module has been updated to 0.05 (to represent 5%) rather than the previous value of 5 (which represented 500%)
B) 04 The description of the meanings of the CB parameter for BS5950-200 has been clarified in the GUI
B) 05 The GUI has been updated to ensure that the parameter RATIO is correctly handled for the Australian concrete design code AS-3600.
B) 06 The GUI has been updated to handle wind load defintions for open structures on models where not all the section properties have been assigned, thus displaying loading does not make sence. Note that this would not affect the analysis as all the section properties are required on all members for an analysis to be performed.
B) 07 The GUI has been slightly modified to correctly show a 3D section of channels when a SET Z UP command is used.
B) 08 The GUI has been updated to correctly display the factor used in a REPEAT LOAD.
B) 09 The GUI has been updated to address an occasional memory de-allocation issue which if encountered when re-loading a model into an open instance of STAAD.Pro such as after making changes in the Editor, would cause the program to crash. There was no impact on the data, just the GUI would need to be restarted.
B) 10 The plastic modulii of some S shape sections have been updated in the Indian steel section database.
C) 01 The analysis has been enhanced with a new classification of informative message item, 'Notes'. These are added to the output for assistance or clarification. At the end of the analysis, the number of 'Errors' and 'Warnings' and now 'Notes' are reported as a quick summary. These Notes are bookmarked in a similar way as the error and warning messages for quick reference in the Output Viewer.
H) 01 The Piping Supports Table in the Piping Mode had been updated to allow the data to be copied onto the clipboard and can be pasted directly into a third party environment such as Notepad or MS Excel.
I) 01 The ISM integration has been enhanced with the support of cold formed C and Z purlins. During an export, if these sections are not mapped to given profiles, then they will be mapped to prismatic sections.
I) 02 The ISM integration has improved the orientation of angle sections that have been imported.
I) 03 The ISM import of generic round pipes such as those created by SACS, has been improved.
I) 04 The ISM integration has improved the handeling of models defined with Z-UP
I) 05 The ISM import has been updated to ensure that Japanese wide flange sections can be mapped during integration.
I) 06 The AASHTO LRFD loading module in the Bridge Deck mode has been updated to ensure that any Multiple Presence Factor settings for the number of transverse lanes is correctly utilised.
I) 07 The ISM module has been updated to ensure that when an ISM model is updated from STAAD.Pro, the nodal connectivity created during the initial import is recorded in the repository to maintain connectivity for future updates.
I) 08 The ISM module has been enhanced to make use of the recorded location of the ISM file when updating from or to the repository.
K) 01 The IS-456 concrete design parameters has been updated with the currently available set of supported TRACK options.
K) 02 The Japanese steel design verification for AIJ 2005 has been revised to show consistent data.
K) 03 Details of the Advanced Mesher utility application have been added to the main STAAD help system.
K) 04 Section 22.214.171.124 Surface Loads Specification of the Technical Reference Manual has been updated to include a fuller description of the various forms of loading available for surface objects.
K) 05 The User report 'Steel Design' output item for Eurocode 3 designs has been enhanced to show more details of a TRACK 2 output. Note however, that the equivalent TRACK 2 output item ANL report may contain even more information regarding some of the additional checks that have been performed.
K) 06 Section 126.96.36.199 of the Technical Reference Manual, Response Spectrum Specification - Generic Method has been updated to remove a set of parmeters to generate individual reponse cases that are not supported by the engine (or GUI). Note that modal reponse cases can be included using the IMR parameter as outlined in the topic.
K) 07 Section 2.3.1 File menu of the User Interface manual has been updated to better outline the scope of DXF import capabilities
K) 08 The online help has been updated with the documentation for the IS1893-part 4 options