What's New in STAAD.Pro V8i SS3, Build 20.07.08.22 ( 16 May 2012)
- (A) Issues addressed in the Analysis/Design Engine (38)
- (B) Issues addressed in the Pre-Processing Mode (12)
- (C) Issued Addressed in the Post-Processing Mode (05)
- (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 (03)
- (G) Issues Addressed in the Advanced Slab Design Mode (00)
- (H) Issues Addressed in the Piping Mode (01)
- (I) Issues Addressed in the Editor, Viewer and other modules (02)
- (J) Issues Addressed in OpenSTAAD (02)
- (K) Issues Addressed with Printing / Documentation (22)
- (L) Issues Addressed with Licensing / Security / Installation (01)
(A) Issues addressed in the Analysis/Design Engine (38)
A) 01 The ASCE 10-97 code has been updated to report the tension capacity for TRACK 1 and 2 reports based on the NET tension capacity as opposed to the gross section area as reported previously.
A) 02 The analysis engine has been updated to ensure that it can read the section properties from channel sections in the South Korean steel section database.
A) 03 The API steel design module has been updated to ensure that it handles designs where the members have been set as INACTIVE.
A) 04 The API steel design module has been updated to support load cases defined with reference numbers up to 5 digits, i.e. 99999.
A) 05 The BS5950:2000 steel design module has been updated to improve the design of wide flanged shapes with cover plates. The clause 4.8.3.3.2 and Annex I.1 checks are additional checks that "may" be done for I sections with equal flanges. Hence for I sections with equal top AND bottom plates the checks according to clause 4.8.3.3.2 and Annex I.1 have been added. Note that the Annex I.1 check will be done only if the sections are plastic or compact.
A) 06 The Eurocode 8 response spectrum calculations have been updated to include updates recently added to IS1893 to ensure the centre of mass is consistent with the mass distribution in the X, Y an Z directions .
A) 07 The IS13920 concrete beam design module has been improved to ensure that designs involving large numbers of load combinations are suitably handled and previously causing the design process to fail.
A) 08 The IS456:2000 concrete column design module has been updated to ensure that the output file displays the correct moments used in the design for short columns.
A) 09 The Indian steel design code IS800:2007 has been updated to improve the design of web tapered members subject to tension which previously reported the capacity as zero.
A) 10 The BS5950:2000 steel design module has been updated for the design of channel sections. For cases when a user specified a very small channel section with a very small torsion constant, the program used to check for a condition where by if the value of the torsion constant was less than 0.001( inch^4) it used to rework it to be that for a flat plate of dims D x B (D = depth of channel & B = width of channel). This has now been corrected so that the torsion constant will be recalculated for user defined channel sections.
A) 11 The SABS 0162 steel design module has been updated to ensure that if the critical condition for the design is the deflection criteria, then this is reported in the output.
A) 12 The SABS 0162 steel design module has been updated to ensure that where the ultimate strength FU is used, the correct value is used.
A) 13 The buckling analysis for plate models with plate elements and thermal loading has been corrected when using the basic solver (i.e. not the advanced solver).
A) 14 The IS13920 concrete design module has been updated to ensure that the correct value of EUDL is reported.
A) 15 The analysis engine has been updated so as not to treat files with names starting with ZZ as special. Previously all models starting with ZZ in a given folder would have their results removed if any one of these models is analysed.
A) 16 The S16-01 Canadian steel design module has been updated to correct the effective area calculation used in the design of slender, class 4 sections.
A) 17 The S16-01 Canadian steel design module has been updated to correct the moment capacity (MZ) for class 4 sections when subject to a negative MZ moment. This would indicate the member as failed.
A) 18 The torsional section properties of tube members from the British steel database used by the analysis and displayed in the UI has been updated.
A) 19 The analysis engine has been updated to warn the user if the scope of a LOAD LIST command in the data file exceeds the list of load cases and combinations for which results exist.
A) 20 The inertia section properties used by the analysis of the South Korean steel database have been corrected.
A) 21 It is now possible design Lysaght Z profiles to BS5950-5. The procedure has been updated to use the minimum flange width defined as 'E' or 'F' in the databases.
A) 22 The Indian concrete design module IS 456 has been updated so that when method 1 is used, the output displays the overriding controlling design load case in addition to the two case conditions for each end of the column.
A) 23 The Von Mises stress check on I, HSS and Tube sections has been improved in the AIJ steel design module. The calculation of Zx for these sections was underestimated leading to an over estimate of the Von Mises stresses.
A) 24 The Rigid Diaphragm routine has been updated to ensure that the base floor level cannot be declared as a rigid diaphragm. If this occurs, an error message will be reported in the output file.
A) 25 The analysis engine has been updated to handle situations where a master node is specified for a rigid diaphragm and the node is not defined in the plane of the diaphragm. This incorrect definition is now caught and an error message added in the output file.
A) 26 The Indian Seismic Load utility for IS1893:2002 has been enhanced with a new parameter GL which allows the absolute vertical coordinate of the ground level to be specified.
A) 27 The Japanese AIJ steel design modules (2002 an 2005) has been updated to correct the value of axial stress fa that is displayed in the output file. Note that the correct value was being used in designs.
A) 28 The analysis engine has been enhanced so that it is now possible to include 50 response spectrum load cases.
A) 29 The AISC N690 steel design modules have been updated with the addition of 4 parameters, SFC, SFT, SMY and SMZ as stress limit factors. Refer to the International Design Codes manual section 23B.4 for more details.
A) 30 The ASCE 10-97 steel design code has been updated with 4 additional parameters, CMY, CMZ, SSY, SSZ to match the behaviour as defined in the AISC ASD design module. Refer to the International Design Codes Manual section 21A.4 for more details.
A) 31 The Eurocode 3 steel design EN1993-1 has been updated to display a warning in the output file if the design of a member has been specified which has been assigned a double I shape profile. These sections are not currently designed.
A) 32 The Live Load Reduction for IBC/UBC has been corrected due to the calculated reduction factor was based on the area in in2 rather than ft2.
A) 33 The AISC ASD, AISC 260-05 and Japanese steel design modules have been updated for the design of user T sections where the user defined value of Cy differs from the value calculated from the entered dimensions of the T profile. Previously this would result in incorrect values of major axis bending stress.
A) 34 The analysis engine has been updated so that the FLOOR DIAPHRAGM command can now operate with XRANGE and ZRANGE as parameters.
A) 35 The analysis engine has been updated to handle long wind load definitions which require the command to be written over a number of lines using the '-' separator character.
A) 36 The analysis engine has been updated to ensure that when an ABS combination has been defined, the output file reports all the values using the PRINT SECTION FORCES command with a positive sign.
A) 37 The P-Delta analysis has been updated to improve the small delta effect by ensuring that the deflection used in each step is based on the maximum relative displacement of a member rather than the absolute maximum member displacement done previously which would result in an over esimate of the additional small delta moment.
A) 38 The Direct Analysis method of analysis has been updated to ensure that the commands FLEX and AXIAL can be assigned to a list of members defined in a GROUP as well as when they are defined individually using a LIST parameter.
(B) Issues addressed in the Pre-Processing Mode (12)
B) 01 The assignment of material properties to plate and solid objects using the Material Properties dialog in the GUI has been improved for plates and solids where the object reference is not the same as the number of the object in the object table.
B) 02 The GUI has been updated to ensure that when a file contains details of bracing points on physical members in the Australian steel design code AS 4100, the details are read correctly if spread over multiple lines using the line continuation character, i.e. -
B) 03 The GUI has been updated to ensure the behaviour factor for a Eurocode 8 response spectrum is read from the data file and displayed correctly. Previously, this was reverting to 1.
B) 04 A new steel section database of profiles manufactured by TATA steel in India has been added to the program.
B) 05 The member query dialog in the GUI has been updated to ensure that the drop list of material properties shows the correct currently assigned material on the selected member.
B) 06 The loading definitions dialog in the GUI has been updated to better handle time history definitions when the model contains multiple forcing function definitions.
B) 07 The GUI has been updated to ensure that when creating an external User Table (UPT file) with units set to metres, then the unit command written into the UPT file is 'METER' not just 'm'.
B) 08 The wind load generation routines on enclosed models have been updated to better identify the panels that are loaded by wind in specific directions
B) 09 The GUI has been updated to ensure that the ELA and ELB parameters for a design for ASCE 10-97 are added correctly into the STAAD data file when the file is saved.
B) 10 The GUI collating algorithm has been updated. This addresses an issue noted with collation of lists into a single statement where the number of items in the list exceeded 2^15 items. That has been extended to deal with lists up to 2^25 items.
B) 11 The GUI preview of the Eurocode 8 response spectrum curve has been corrected. Please note, the values used in the analysis were correct.
B) 12 The Load & Definition dialog has been updated to allow Load Generation commands to be edited. Previously, if a command existed and was editied in order to include a primary load case with the generated load cases, the GUI would display a warning message and the command not edited.
(C) Issued Addressed in the Post-Processing Mode (05)
C) 01 The table in the Post Processing Mode of Steel Design Results has been updated to ensure that the section properties are displayed correctly for taper sections that have been designed where the GUI is set to use metric units.
C) 02 The steel design sheet of the Member Query dialog has been updated to ensure that it correctly displays the code for designs performed to the South African SABS 0162 code.
C) 03 The stress results for very thin plates has been improved. Previously principal stress would fail to be calculated if the section modulus of the plate < 1.0e-6 in3. This has been improved to a limit of 1.0e-13 m3 (~0.001 mm thick plate) for Metric and 1.00e-10 in3 (~0.001 mm thick plate).
C) 04 The stresses reported for beam members which have been assigned section properties from the European UPN profiles has been corrected.
C) 05 The details of an LRFD design reported in a Member Query dialog displayed by double clicking on a member, have been updated to take account of the current units. Previously it was always displaying the results for units of KIP and FT.
(F) Issues Addressed in the RAM Connection Mode (03)
F) 01 The integration with RAM Connection has been improved for design of brace connections such that the previous limitation that brace members had releases of a truss specification has been removed. Now brace members are validated by virtue that they are in the zone of 20 to 70 degrees from the horizontal (above or below the horizontal) and lie in the plane of the beam/column.
F) 02 The integration with RAM Connection has been improved such that it is now possible to design brace connections where the braces have been defined as US TUBE or HSS profiles.
F) 03 The RAM Connection module has been updated to ensure that the menu item 'Connection Design>Identify Beam and Girder...' is able to identify them from the model.
(H) Issues Addressed in the Piping Mode (01)
H) 01 The integration with AutoPIPE models using PipeLink has been updated to ensure that importing loads from the AutoPIPE model are added after the last load case defined in the STAAD model.
(I) Issues Addressed in the Editor, Viewer and other modules (02)
I) 01 The bridge loading module has been updated to improve the method used to establish the loading effects by using influence of the 4 nearest nodes (previously the nearest three nodes were used).
I) 02 The BEAVA bridge deck loading module has had major updates in the methods used for calculating vehicle positions and resulting loading on circular and curved sections of customs lanes.
(J) Issues Addressed in OpenSTAAD (02)
J) 01 The OpenSTAAD function "Load.AddLoadAndFactorToCombination" has been updated to ensure that negative factors can be assigned to the primary load cases in the combination.
J) 02 The OpenSTAAD OEM installation has been updated to ensure that the section databases that are included are the same as in the STAAD.Pro installation.
(K) Issues Addressed with Printing / Documentation (22)
K) 01 The ASME NF design manuals have been updated to clarify the meaning of the FYLD parameter such that these are 'at temperature'.
K) 02 The example of defining a material using OpenSTAAD in the OpenSTAAD manual has been updated to use the correct base object.
K) 03 The N690-1984 International Codes manual, section '17B.2.4 Compression' has been corrected removing a multiplication on the value of FYLD which is not applied.
K) 04 The International Design manual for the older Eurocode 3 design (DD ENV 1993-1) has been updated to show the correct default value for the BEAM parameter as used in the program. This was shown as 0, but should be shown as 3.
K) 05 The OpenSTAAD documentation has been updated with the description of the input requirements for the CreateSteelDesignCommand command function along with a simple example to demonstrate its usage.
K) 06 Sections 12B and 12C of the International Design Codes manual, AIJ Steel Design, have been updated to clarify a number of the equations being used in the design process.
K) 07 The Japanese AIJ steel design code section of the International Design Codes manual has been updated. In section 12C5.2, the values in table 12C.1 has been corrected.
K) 08 The AISC N690-1994 section of the International Design Codes manual has been updated. In section 23A1.1 Design Process, the equation that is checked has been corrected.
K) 09 The IBC 2000/2003 seismic loading section of the Technical Reference Manual has been updated. The equation to calculate the maximum Cs value has been corrected.
K) 10 Section 2.4 of the Technical Reference Manual has been updated to correct the note for the CAN parameter defined in table 2-1: AISC (9th Edition) Design Parameters.
K) 11 The link for the Japanese AIJ concrete design, in the 'Welcome to STAAD.Pro' topic 'Available Design Codes in STAAD.Pro' has been corrected to link to the concrete design rather than steel design section of the Japanese codes.
K) 12 The OpenSTAAD documentation for the Ouput.GetNodeDisplacements function has been corrected to show that the results are returned to an array of doubles.
K) 13 Section 5.23.3 of the Technical Reference manual, Member Tension/Compression Specification, has been updated to remove the reference to UBC as a non valid condition for use with the MEMBER TENSION command.
K) 14 The Application Examples manual -> American Examples -> Example No. 18 has been updated. The expression used in the calculation of principal stresses for element 4 has been corrected.
K) 15 The Technical Reference manual has been updated to clarify the commands which have been deprecated and alternative functionality provided, namely DRAW (TR sec. 5.29), PRINT PROBLEM STATISTICS (TR sec. 5.36), and PLOT (TR sec. 5.46).
K) 16 Section 5.42 - Print Specifications of the Technical Reference Manual has been updated to clarify that PRINT (MEMBER) STRESSES includes shear stresses in both the local Y and Z directions.
K) 17 Section 2.4 of the Technical Reference Manual has been updated to include all currently supported parameters for AISC ASD 9th edition for both tapered section design, composite member design, and design for members with web openings have been consolidated into Table 2.1
K) 18 Sections 1.7.8 and 5.20.8 of the Technical Reference manual and the sub-topic "Adding a curved member" under section 2.3.6 of the User Interface help have been updated to include a note that curved member design is not supported.
K) 19 Section 5.22.3 of the Technical Reference Manual has been updated to clarify the scope of the IGNORE STIFFNESS command.
K) 20 The International Design Codes Manual has been updated with details of the design capabilities of STAAD.Pro to AMSE NF 3000:2001 and 2004 design codes.
K) 21 Section 5.32.10.1.1 of the Technical Reference manual, Response Spectrum Specification - Generic Method, has been updated to remove the statement that the fall back of an SRSS response spectrum with closely spaced modes to the CSM method as this does not occur. It is a feature only of the IS1893 Response Spectrum definitions.
K) 22 Section 5.27.5 of the Technical Reference manual, Spring Tension/Compression Specification, has been updated to remove the reference to UBC as a non valid condition for use with Tension only/compression only supports.