What's New in STAAD.Pro CONNECT Edition V22 Update 5

(A) Analysis/Design Engine (65)

A) 01 The AISC ASD 9th Edition steel design has been updated for members designed as cantilevers using the parameter CAN to provide clearer output for situations where the deflection is very small.

A) 02 The function used to generate an output file of the forcing function from a command TYPE (n) FORCE SAVE has been updated to account for the fact that the first value is at time t1, not 0.

A) 03 The detailed output of the Indian steel design code IS800:2007 has been updated to correct the heading used to report the Overall Member Strength (Bending +Tension) which has the axes Z and Y inverted. Note that the results reported themselves were correct.

A) 04 The steel design routine to the NZ 3404:1997 code has been updated to include the alternative method in clause 8.4.2.2 for wide flange member design and can now produce less conservative designs.

A) 05 The steel design routine for the Russian code SP 16.13300.2017 is now available as a commercial offering. This was previously provided as a technical preview.

A) 06 The geometric non-linear (GNL) analysis has been updated to restrict the use of thermal loading which is currently not supported.

A) 07 The wind loading routine has been updated to improve the detection of panels on the defined windward face of a model

A) 08 The AISC 341-10 module has been updated when using the seismic provisions with AISC 360-10. Previously, if the seismic parameters have been assigned to an angle profile, the design would cause the design to crash as the profile did not include any unstiffened element

A) 09 The analysis engine has been updated to catch the inappropriate use of a UNIT command in the file immediately before an analysis command and reports this in the output file.

A) 10 The Indian steel design IS800:2007 steel design routine has been updated to trap the design of solid circular profiles which are outside the scope of the design routine.

A) 11 The AISC 360-16 design has been updated to ensure that if the check includes European cold formed profiles, which are designed as a collection, then the deflection check is performed correctly. Previously, the deflection check would only be correct when these members were checked individually.

A) 12 The torsion irregularity checks to the Indian code IS 1893-2016 have been updated to include the dynamic effect of torsion forces by applying the load t the design eccentricity 'edi' as defined in clause 7.8.2.

A) 13 The analysis engine has been updated to catch a situation where a FLOOR LOAD is applied to a set of members of which one or more have also been defined as INACTIVE. In such cases the program will now report this as an error and terminate.

A) 14 The Australian steel design module has been updated to correct the calculation of Miz/Miy. The nominal in-plane moment capacity using the method for doubly symmetric and rectangular and square hollow sections defined in clause 8.4.2.2 now reduces the capacity of axial load component as the value of beta-m increases for -1.0 to 1..0. Additionally the calculation of 'kf' for the design of analytical members has been rectified.

A) 15 The Australian steel design routine has been updated to ensure that the axial capacity is calculated without doubling the effect of phi which was typically under estimating the member capacity.

A) 16 The ACI 318-14 concrete design batch routine has been updated to improve the design of rectangular and tee shaped beams to only provide side bars if both bi-axial moments exist and the beam depth is greater than 36 inches.

A) 17 The AISC 360-16 deflection design routine has been updated to catch members outside the scope of the design which are reported as such if designed for strength. Now these are reported as not designed.

A) 18 The IS 13920-2016 joint check routine has been updated to ensure that the check correctly determines Mc>= 1.4*Mb. Previously the check could produce conservative results.

A) 19 The IS 13920-2016 joint check routine has been updated to ensure that the joint check is only reported if all the members in the joint have been successfully designed.

A) 20 The reported output for Indian cold formed steel design code IS 801 of members that are not subject to any axial load, has been updated to ensure that the warping constant Cw and radius of gyration values Ry and Rz are reported correctly.

A) 21 The Eurocode steel design EN 1993-1-1:2005 has been updated to ensure that if the member is determined to have a reduced moment capacity determined from clause 6.2.8.(4) as 0 kNm. Then the member is reported as failed.

A) 22 The IS 800:2007 steel design routine has been updated to support the use of SELECT OPTIMISED with models that include tapered members. Previously these models would have crashed. Note that the routine does not change the profile of the tapered section.

A) 23 The Indian concrete batch design routine IS 456-2000 has been updated to correctly determine the moment and torsion at the location specified when using the SFACE and EFACE parameters.

A) 24 The Indian concrete batch design IS 456-2000 has been updated to ensure that the interaction ratio and section capacity of columns are based on the final provided reinforcement by recalculating the section capacity based on the most onerous load case.

A) 25 The analysis calculation of the centre of mass of a rigid floor diaphragm defined using the JOINT option has been updated to ensure that the masses are concentrated at the nodes defined in the diaphragm definition. Additionally in calculating the centre of mass (CM), it only includes the nodes defined in the JOINT list.

A) 26 The IS800 2007 steel design routine has been updated to account for when the analysis results have been determined using a first order analysis (using PERFORM ANALYSIS) or using a p-delta analysis. If the later has been used the program will use values for moment magnification factors Ky and Kz as 1.0. Otherwise the values currently calculated according to clause 9.3.2.2 will be used. Note that if the model is analysed with both first order and p-delta analysis methods, then the program will determine whether to use Ky and Kz from 9.3.2.2 or 1.0 based on the analysis method used in the last load case.

A) 27 The steel design routine to EN 1993-1-1 has been updated to ensure that if the parameter ELB is set to 1, i.e the axial load and bending check is performed as per clause cl6.2.1(7), then if the design fails this check, this is reported as part of the design.

A) 28 The design of angle profiles to the Canadian steel design code CSA S16-14 and CSA S16-09 has been updated to utilise the method for determining the flexural capacity given in the AISC 360-10 specification.

A) 29 The column design for ACI 318, 1999, 2002, 2005 and 2008 have been updated to avoid reporting warnings relating to the SKY and SKZ parameters which are only relevant to later editions of the code.

A) 30 The IS 800-2007 steel design routine has been updated to improve the calculation of the axial compression capacity when the limit to ensure that it is limited by fy/gamma(m0)

A) 31 The Steady State analysis routine has been updated to catch incomplete specifications including the direction of ground motion or acceleration or displacement method. In these cases an error is reported and the analysis terminated. Also if the is magnitude of acceleration or displacement is missing, the default value used is reported.

A) 32 The Eurocode 3 steel design to EN 1993-1-1 has been updated to ensure that the calculation of the value of 'c' for a tee section is calculated correctly for use with table 5.2. Previously it was determined using twice the flange thickness and twice the root radius.

A) 33 The IS 1893:2002 response spectrum loading routine has been updated to reverse a change made in the previous release which removed a 2/3 factor when determining the vertical effects which is required as given in clause 6.4.5 of the code.

A) 34 The AISC 360-16 design of single angle profiles has been updated to better account for the slenderness requirements in section E5 of the code.

A) 35 The Track 2 output for a tapered I shape member designed using AISC 360-05 or AISC 360-10 has been updated to report the section moduli SY and SZ. These were previously reported as 0 although the values now displayed were used in the design.

A) 36 IS 1893 part 4 2015 has been extended to support the provision for determining the minimum base shear as per clause 8.2.4 and Table 2.

A) 37 The IS 800:2007 design module has been extended to include an option to perform additional member checks for the seismic provisions in Section 12. This option is available when including a load case which has IS 1893 loading defined. Note that this enhancement does not include any connection design requirements.

A) 38 The AISC 360-16 and AISC 341-16 design routines now creates data that can be included in a user report.

A) 39 The IS 800:2007 design routines have been extended to include the slenderness tests when used with the MEMBER SELECT method.

A) 40 The Canadian steel design code CS/S16-01 has been updated to ensure that member subject to very light loading still report the values of capacity that were used in the design and the section classification has been updated to account for the provisions in Table 1.

A) 41 The processing of members specified as TRUSS in combinations where one of the load cases has been specified with seismic loading has been updated to ensure that the intermediate member values are correctly reported

A) 42 The SELECT OPTIMISED routine implementation with the AISC 360-16 steel design code has been updated to ensure that the data produced for displaying the Summary in the Post Processing workflow is in the correct format.

A) 43 The FLOOR DIAPHRAGM routine has been updated such that if a JOINT LIST is provided, and any of these coincide with the location of the centre of mass (CM), which becomes the master node, then this is excluded as a slave node. This could result in an incorrect determination of the centre of rigidity of the diaphragm.

A) 44 The AISC 360-16 steel design routine has been slightly modified to improve the memory handling which on rare occasions could result in the design terminating prematurely.

A) 45 The section displacement details that are reported for a cable member included in an advanced cable analysis has been updated to ensure that the values reported at the start and end of the member are the displacements from the original position in the global axes. Previously, the final location was being reported.

A) 46 An additional check has been added in the analysis process to ensure that the analysis management routine is terminated gracefully if the analysis is stopped prematurely

A) 47 The AISC 360-10 design routine has been updated to address several issues in the slenderness checks. These were previously always based on the last load case/combination of the design rather then considered separately for each case. It was also based on the initial cross section check.

A) 48 The AISC 360-16 design routine has been updated to ensure that the critical location for slenderness is not at the start, the reported location is reported correctly in the details section of the report.

A) 49 The AISC 360-16 deign routine has been updated to improve the determination of the warping constant Cw which when the collection of members included a general UPT profiles or some wide flange sections, the value used for some members would not be correct.

A) 50 The NZS 3404-1997 New Zealand steel design routine has been updated to improve the reporting of the slenderness checks so that the correct governing load case and location is reported.

A) 51 The Canadian steel design codes CSA S16-09 and S16-14 have been updated to better handle the slenderness checks including ensuring that the checks account for the forces at every section.

A) 52 The IS 800 2007 design routine has been updated to improve the method used to determine the section classification as the minimum of that of the web and flange.

A) 53 The IS 800 2007 design of tapered I sections has been updated to correct the method used to calculate the value of Mndy.

A) 54 A new test has been added into the analysis process such that when the model contains MASTER/SLAVE commands which have removed all the degrees of freedom from the model, a warning is reported in the output and the analysis terminates gracefully

A) 55 The cold formed steel design IS 801 has been updated to correct the routine that calculates the effective section modulus for Z profiles. This resulted in the profile having no capacity and thus an infinite utilization.

A) 56 The IS 800 2007 steel design routine has been updated for profiles that are symmetrical about both axes such as pipe or square hollow tubes. The values for major and minor axes which should be Z and Y respectively, were being inverted, although the ultimate results were correct.

A) 57 The AISC 360-05 and 360-10 steel design codes have been updated to prevent a crash when performing the seismic checks to AISC 341 on tapered tube members.

A) 58 The Colombian static seismic loading routine, NSR-10, has been updated to correct the equation used when determining the acceleration when T<T0

A) 59 The Eurocode 3 module has been updated to correct the calculation of the effective properties of class 4 slender Tee profiles which would result in incorrect shear lag and moment capacity values.

A) 60 The AISC 36005 and AISC 360-0 design code routines used with torsion checks to Design Guide 9 have been updated to ensure that the relevant checks are reported

A) 61 The processing of open web steel joists ( as opposed to rolled steel joists) has been modified such that their presence in a model is now used in the load distribution with the FLOOR LOAD commands. Previously they were not included.

A) 62 The time history analysis method has been updated to remove a restriction that existed when using the MISSING MASS option. Previously when specified, this would limit the program to only be able to use a single arrival time for all forcing functions.

A) 63 The IS 800 2007 design routine has been updated to ensure that if the option SET NO WARNING has been specified, then the output will not include a warning regarding the moment amplification factor being recommended.

A) 64 The calculation of section modulus of wide flange sections with plates on top and bottom in the AISC ASD (9th Edition) design routine, have been corrected to ensure that the bending capacity accounts for the extra lever arm introduced by the additional plates.

A) 65 The calculation of the section modulus of plated wide flange beams which have both additional top and bottom plates which are of different sizes has been corrected. Previously the determination of the modulus could increase the actual capacity used in design by up to 4%.

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(B) Generic GUI Updates (21)

B) 01 The wind loading routines have been updated to include an option to generate the wind loading according to the ASCE 07-2016 publication. This has been added to both physical and analytical models.

B) 02 The GUI has been updated to trap an incorrectly defined model using Steady State to ensure that a suitable direction is defined following a GROUND MOTION command.

B) 03 The routine used to process a model which has been analysed with the command SET SAVE STIFFNESS has been updated to ensure that having the results did not cause the GUI to crash when they are processed, even though they are not displayed in the GUI.

B) 04 The methods used to rotate a model using the keyboard and icons in both the physical and analytical workflow has been standardised such that the arrows indicate the motion of the viewer relative to the model.

B) 05 The GUI has been updated to provide a method to start new models with the contents of another as initial data to assist in more rapid model creation. These files are referred to as Seed Files. A number of examples are included in the Sample folder.

B) 06 The GUI has been updated to better handle models which have the datafile set to read-only. Previously this would cause the application to crash. Now the application will immediately ask for the file to be 'Save-as' to allow for continued progress.

B) 07 A new analysis method has been provided using the Bentley CONNECT services to perform optioneering on a model that is associated with a CONNECT Project. This is provided as a Technical Preview in this release.

B) 08 The AutoRecover system has been modified such that the backup process will only operate once the model has been saved once and an additional toggle switch has been provided in the Quick Access Toolbar (QAT).

B) 09 The processing of cold formed steel section profiles defined in the standard database has been modified to ensure that the values included in the tables are used rather than recalculated from generic formula which could lead to differences in results.

B) 10 The routine used for generating wind loading has been rearchitected. This does not affect the values produced.

B) 11 The routine used to 'Save As' a given model has been updated to ensure that if the model includes physical model data, then the new file is displayed in the Physical Model Recent File List.

B) 12 The Report backstage has been updated such that the action of the 'Report Preview', now does not display the Report Setup dialog. That is achieved by clicking on the alternative button, 'Setup' or once the report is displayed, clicking on the Setup button in the preview window.

B) 13 A new test has been added when using STAAD.Pro on a workstation that has ProjectWise also installed. A warning is displayed if the version of ProjectWise does not match that for which STAAD.Pro is built against. This is only a warning and may not have any effect, but not for versions which do not match, there may be compatibility issues.

B) 14 The Save routine has been updated to ensure that if a new model is created which would overwrite a previously defined model in the same folder, then all the associated files from the previous model are deleted

B) 15 An improved logic has been applied to the file save routine such that when a list of objects, such as the list of plates in a parametric model, exceeds the configuration limit, which should result in the creation of a new line. Previously there were instances when this logic was not being applied and resulted in the data being incorrectly formatted by missing a line continuation character where required.

B) 16 When working in the Analytical Model workflow with a model managed by the Physical Model Workflow, certain actions are restricted so as not to cause conflict between the two. The Materials is a routine managed by the Physical workflow but it was allowing additional materials to be added. This action has now been correctly restricted and materials should only be added within the Physical workflow.

B) 17 The processing of external User Provided Tables (UPTs) for profiles of type GENERAL which include profile points to draw the section in a rendered view, has been updated to address an issue which would cause some files to crash STAAD.Pro when opened.

B) 18 The method used to create a backup of the configuration files has been updated to ensure that the backup only occurs after the first use of the application after an update.

B) 19 The method used to filter the files in the recent file list based on the model type has been updated to ensure that the filter displays the selected model type.

B) 20 The ProjectWise integration module has been updated to support ProjectWise v10.00.03.334

B) 21 The Search tool has been updated to ensure that the suggested functions relate to the current model, hence if an analytical model is opened, a search on Physical Model does not provide links to the Physical Model workflow which is not appropriate for analytical models.

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(C) Analytical Modelling Workflow (29)

C) 01 The dialog used for setting the MAXMAIN, MINMAIN and MINSEC parameters of CAN/CSA A23.3-94 concrete design code has been updated to ensure that the selection recorded the bar size rather than the index of the parameter.

C) 02 The reporting of Shear force on members defined with a TRUSS specification has been updated to ensure that the forces from self weight loading do not indicate as shear load. Whilst the load does transfer to the remainder of the model, there are no shear forces in the member itself.

C) 03 The reporting of deflections of metric cold formed tube sections has been improved in the Member Query dialog when accounting for a rolling radius. The values in the primary results tables, graphics and output file were correctly reported.

C) 04 The method used in the GUI to display member end releases has been updated to ensure that it remains current when definitions are deleted from the Specifications dialog.

C) 05 The dialog that is used to edit a combination has been updated to allow a description to be added if previously created without one.

C) 06 The ribbon icons to create Enforced and Custom Enforced supports have been updated to ensure they open and display the appropriate page of the Supports dialog.

C) 07 The GUI of the Analytical Model workflow has been updated to ensure that if the model is from a current Physical Model, then material definitions remain restricted and should only be modified in the Physical Model UI.

C) 08 The dialog for setting the Eurocode 3 parameter EFT has been updated to ensure that it is using the current length unit conversion factor.

C) 09 The steel design dialog used for setting the Eurocode 3 parameters has been updated for setting TOM, the 'Total Torsion for Design' to use the current units.

C) 10 The routine used to display the Connection Tag dialog has been updated to better handle multi-screen setups.

C) 11 The Connection Tag routine has been updated to improve the assignment algorithm and ensure only those embers that have been selected are assigned the connection tag.

C) 12 The Dynamic wind load dialog has been updated to reflect the scope of options supported for applied wind direction.

C) 13 The parametric model definition has been extended to include an additional optional category of TYPE called SUBTYPE which further clarifies the surface type. Currently supported SUBTYPE categories include 'WALL_TANK' and 'SLAB_TANK'. These are used by the RCDC concrete design of tank structures.

C) 14 The details of profiles defined in the database as cold formed, aluminium, joist and timber with metric units are incorrectly displayed in the Member Query dialog with the database values being converted twice.

C) 15 The routine used to calculate wind loading to ASCE 7 2002 and 20010 for a structure type 'Chimney, Tank and similar structures', has been updated to correctly determine the value of Kd which was previously being taken as 1.0

C) 16 The ASCE 7 wind load routine for the 2010 edition has been updated such that the default basic wind speed has been increased from 85mph to 110mph.

C) 17 The dialog used to determine wind loading to ASCE 7 has been updated to limit the display of values calculated for Kz and Kzt to 5 decimal places.

C) 18 The equation displayed in the wind loading dialog for ASCE 7 has been updated to be consistent with the methods used elsewhere in the program.

C) 19 The default value of Cf used in the ASCE 7 (2002 and 2010) wind loading module for hexagonal or octagonal cross sections with h/D> 25 has been modified to 1.4 (was previously 1.5).

C) 20 The default value of Cf used in the ASCE 7 (2002 and 2010) wind loading module for round cross sections has been modified by ensuring the roughness established by D'/D is correctly determined. Previously this could over estimate the roughness and increase the resulting wind forces.

C) 21 The routine that manages a REPAT LOAD or NOTIONAL LOAD has been updated to ensure that if the load case names of the referenced load cases are edited, this does not cause the application to terminate.

C) 22 The deprecated AISI 1996 code has been removed from the GUI. This was replaced by the 2016 edition.

C) 23 The shortcut keys to initiate the analysis run of <Ctrl+f5> has been added on the tooltip of the Run Analysis icon.

C) 24 The steel design parameters for the Canadian steel codes have been updated to allow a user specified limit to be given for both the compression checks MAIN and tension checks TMAIN.

C) 25 The dialog for entering data for generating wind load pressures to ASCE 7 2010 has been modified to ensure that if the structure type is set to 'Open Sign' with the orientation of members set to 'Flat', then the edit box for setting the diameter of round members is disabled.

C) 26 The Create New Isotropic Material dialog has been updated to ensure that if the material type is set to Aluminium, then it does not add values for Ry and Rt which are only relevant for when the material is of type Steel.

C) 27 The wind load generator for ASCE 7 has been updated to ensure that gust factors are included in the wind pressure as defined in the code

C) 28 The dialog used for setting the SGR parameters of AS 4100 steel design code has been updated to ensure that the correct index of the selected value is recorded.

C) 29 The routine that adds a new design parameter block to the command tree in a design dialog has been updated to ensure that the dialog is updated without requiring a manual refresh.

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(D) Physical Modelling Workflow (28)

D) 01 The rendering routine has been updated to display double angles in a star alignment

D) 02 The assignment of profiles in the physical modeller has been enhanced to include the details of the profile material.

D) 03 The Physical Model Workflow GUI has been updated to include keyboard shortcuts for the commands in the Catalog ribbon.

D) 04 The Physical Model GUI wind loading definition now also supports the wind loading routine for ASCE-07 as used in the Analytical Model workflow.

D) 05 The profiles defined in the Physical Model workflow are now obtained from the same SQLIte database as used in the Analytical Model workflow leading to a far more robust creation of the STD data file.

D) 06 The Physical Model definition has been extended to support relationships between nodes. The relationship is determined by a 'Control' node which then determines the behaviour of 'Dependant' nodes based on the specified relationship. (This is referred to as Master/Slave in the analytical model).

D) 07 The Physical Model workflow has been enhanced with a new combination load case generator using the rule sets previously only available for use with the Analytical Model workflow.

D) 08 The Physical Model interface has been extended to now include Notional Load cases similar to that provided for analysis models in the previous releases. These can also be automatically generated with the new Load Combination Generator (see above).

D) 09 The creation of supports has been updated such that if a Custom Support is created, but no spring/releases defined, then a FIXED BUT command will not be generated in the STD file.

D) 10 The tool provided to perform Model Integrity Checks has been extended to include testing Openings and Regions.

D) 11 The support generation routine has been enhanced to set any support that is subjected to a node displacement to be ENFORCED. This results in the analysis using the 'Displacement Mode' as outlined in TR.32.8 Support Joint Displacement Specification.

D) 12 The routine used with copying data to the clipboard and pasting into a spreadsheet has been updated to improve handling situations where invalid data is pasted into the spreadsheet.

D) 13 The test for checking if the physical model has been modified and requires to be re-meshed when returning to the Analytical workflow has been improved to reduce unnecessary rebuilding of the analytical model.

D) 14 The creation of seismic definitions has been updated to ensure that the correct unit conversion is utilised in creating the analytical data file.

D) 15 A new collaboration service using the iTwin technology has been added to initiate and maintain Design Review sessions. This is provided as a Technical Preview feature.

D) 16 The Load Case dialog has been updated for setting up a Dynamic Wind load case, the Oblique option has been removed as a deprecated function.

D) 17 The method used by the Physical Model workflow to create load cases has been updated to ensure that if a modal load case has been requested from the Options dialog, then this load case will be setup as the first oad case in the STD file.

D) 18 The model generation tools have been updated to ensure that where an object has an associated GUID, which is the generated, new GUIDs are created for the new objects.

D) 19 The GUI has been updated to support the regional settings which may set the comma symbol as the decimal separator. Note however that this will be converted to a period when saved in the STD file.

D) 20 The implementation of the time history loading has been updated to ensure that the analytical model is successfully created whether or not the dynamic option of including 'Missing Mass' has been included or not.

D) 21 The processing of the time history data has been updated t catch any missing data which will be set to the default values if found not to be present. Previously this caused the application to terminate.

D) 22 The method used to determine that the analysis routine has modified the section profiles when returning to the Physical Model environment has been updated to ensure that the updated profiles are available to update the physical model.

D) 23 The logic used to create the analytical load cases and their position in the STD file from the defined load cases in the physical model has been improved to provide more consistency and easier correlation of the load case numbers in both environments.

D) 24 The display of an ISM repository associated with the current model is now reset when a new model is created.

D) 25 The routine that displays the range of loading assigned to the model has been updated to ensure that the graphics better represents the loading that will be generated in the analysis.

D) 26 The spreadsheet for static wind definitions has been updated to ensure that the method used to define the range reflects the method specified in creating the definition.

D) 27 The repeat model tools have been updated to ensure that the global end offsets are included in the transformation

D) 28 The routine to generate Rigid Diaphragms from a physical model definition has been updated to ensure that if no Mass Centre has been defined, then it does not create a Master node in the STD file. Previously, if no Mass Centre was defined on a given rigid Diaphragm, then the first node was being used as the Master node.

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(E) Other Modelling Workflows (0)

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(F) Analysis Post Processing Workflow (10)

F) 01 The method used to generate the Member Query bending moment and shear force diagrams has been updated to provide a consistent method with the general analysis results, i.e. based on the results at 13 cross sections and interpolated between. Note that this may not report the definitive maximum if that occurs away from the locations of the cross sections.

F) 02 The method used to display the time history results of a selected node has been updated to ensure that the full set of results are displayed within the frame of the window.

F) 03 The Steel Design sheet of the Member Query dialog box has been updated to display the design code when using the Canadian S16-09 and S16-14 codes.

F) 04 The use of MISSING MASS as an option with a load case using MODAL CALCULATION REQUESTED has been modified to allow the results to be viewed in the Post Processing workflow.

F) 05 The method for displaying the details of a design summary in the Member Query dialog have been updated to address a unit conversion issue when the design is for AISC 360-16 and set to use a minimum TRACK 0 output.

F) 06 The Member Query dialog for a member designed with AISC 360-10 has been updated such that the details of the slenderness check is reported for the critical load case

F) 07 The post processing of a design which includes multiple designs for collections of members, e.g. CHECK CODE MEMBER 1 TO 10, and not proceeded with a unique PARMATER (n), has been improved as this was being reported as a duplicate parameter block. This is only an issue when using ASIC 360-16 as each design collection should be identifiable and is used in the Design Report layout.

F) 08 The method used by the Post Processing workflow to access analysis results has been rationalised to improve the consistency in the member query and member diagrams.

F) 09 The method used to display the Animations dialog has been updated to prevent the occurrence of two instances of the dialog when clicking on the Animations icon in the Results ribbon.

F) 10 A new method has been provided to assist when entering a Post Processing workflow when the results are not available, an option to run the analysis is now provided making it a quicker process.

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(G) Other Post Processing Design Workflows (13)

G) 01 The steel connection design messages associated with the Chinese code GB50017-2003 when used with a non Chinese interface have been provided.

G) 02 The Job Information details that are included in the STAAD.Pro model which are passed to the RCDC application as part of the Advanced Concrete Design workflow are now processed to ensure that any invalid characters are present which would fail in transfer, are ow converted to underscore characters.

G) 03 The Eurocode 8 Earthquake checks have been improved to determine the elevation regularity check when using metric units.

G) 04 A new post processing workflow has been added to provide steel design to the Chinese steel design code using the SSDD application previously delivered as a standalone installation.

G) 05 The old Concrete Design workflow which was removed for new files and replaced with the limited Advanced Concrete Design workflow in the last release has been formally removed from this release.

G) 06 The Steel AutoDrafter workflow has been updated to support sections defined in User Provided Tables (UPT)

G) 07 The AISC bolt database used in the Steel Connection workflow has been updated to match the details in AISC 360 table J3.1

G) 08 The RCDC module included for the Advanced Concrete Design workflow has been updated to v09.04.00. Refer to the RCDC help and Bentley Communities Blog Post for details of the changes that have been implemented.

G) 09 The drawings produced in the Steel AutoDrafter workflow have been updated such that the table reporting the schedule of sections rather than just steel sections

G) 10 The Steel Connection Design workflow included in STAAD.Pro has been updated to support the feature set available in RAM Connection v13.3

G) 11 The Steel AutoDrafer workflow routine has been updated to support models which use non standard ascii characters in the filename or path.

G) 12 The Steel AutoDrafter workflow has been updated to improve the conversion of member lengths when defined in one unit system and drawn using a different length unit.

G) 13 The Steel AutoDrafter workflow has been updated to allow more of the UI to be localised.

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(H) Interoperability (02)

H) 01 The ISM interop routine has been updated to trap models that have invalid data with surface pressure loads, but do not have a surface reference. Member distributed loads without a member reference, etc. Previously the synchronisation would result in the application freezing and requiring an external termination.

H) 02 The ISM interop in the Physical Modelling workflow has been updated to add name/descriptions to profiles defined in the ISM without any name/description as this is required in the STAAD.Pro environment and was causing the import to hang.

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(I) The Editor, Viewer and Other Modules (05)

I) 01 The Script Editor has been updated to use version 10.41 o WinWrap.

I) 02 The Editor has been updated to use the 2019 version of the ActiPro Syntax Editor component 19.1.0.685

I) 03 The range of pipe profiles provided in the Chinese steel database has been updated to remove duplicate profiles which is not supported and would cause the program to identify them as incorrect commands.

I) 04 The databases from manufacturers included in STAAD.Pro have been re-formatted so that they are displayed in their own right as opposed to part of a specific country.

I) 05 The dimensions of HT profiles in the Chinese steel H shape table have been updated to provide more acuracy for the thickness of webs and flanges.

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(J) OpenSTAAD (15)

J) 01 The OpenSTAAD function GetModalParticipationFactors has been replaced with GetMassParticipationFactors to reflect the data that is being output is the mass participation rather than the modal participation factor. The later can be obtained and reported using the command SET PARTICPATION FACTOR.

J) 02 The following OpenSTAAD functions have been updated to ensure that they are properly initialised, GetLoadListCount(), GetLoadCountInLoadList (), AddAutoLoadCombinations()

J) 03 A new OpenSTAAD load function, AddWindDefinitionASCE7Parameters, has been created to provide for adding ASCE 7 wind loads into a STAAD.Pro model.

J) 04 Two OpenSTAAD property functions have been updated to accommodate a larger array of property details obtained from 16 to 19 values. GetBeamSectionPropertyValuesEx() and GetSectionPropertyValuesEx()

J) 05 A new function has been added 'GetAreaOfPlates. Refer to the OpenSTAAD documentation for more details.

J) 06 New OpenSTAAD function has been developed to remove any Master/Slave definitions present in the model, Property.DeleteAllMasterSlaveRelations

J) 07 New OpenSTAAD functions have been added to provide Notional Load functionality including:- Load.AddNotionalLoad(), Load.GetNotionalLoadCount(), Load.GetNoLoadFactorDirectionInNotionalLoad(), Load.GetNotionalLoadByIndex(). Refer to the OpenSTAAD documentation for more details.

J) 08 New OpenSTAAD functions have been added to define Direct Analysis attributes. To add the definition, Load.AddDirectAnalysisDefinitionParameter(). To remove the parameters, LOAD.DeleteDirectAnalysisDefinitionParameter() and Load.DeleteDirectAnalysisDefinition() to remove the full definition block. Refer to the OpenSTAAD documentation for more details.

J) 09 A new function has been added for creating multiple plates in OpenSTAAD with a single command, Geometry.CreateMultiplePlates(). The inputs are an array of plate Id's and an array of plate incidences. Refer to the OpenSTAAD documentation for more details.

J) 10 The function GetMemberSpecCode which is designed to provide details of any assigned specification has been updated to ensure that it returns the value associated with the assigned specification as outlined in the user documentation.

J) 11 The OpenSTAAD function Output.GetBasePressures() function has been updated to correct the method used to obtain the values calculated from the analysis

J) 12 A new function has been added to assist in defining a wide flange from a standard database profile table along with all possible additional attributes, Property.CreateWideFlangePropertyFromTable(). Refer to the OpenSTAAD documentation for more details.

J) 13 The function that allows for the definition of a User Table wide flange profile along with all possible additional attributes to define composite profiles, Property.AddUPTPropertyWIDEFLANGECOMPOSITE, has been updated to ensure that all the possible options can be created.

J) 14 New functions have been added that allow for the creation of various materials, Property.CreateIsotropicMaterialSteel() Property.CreateIsotropicMaterialConcrete() Property.CreateIsotropicMaterialAluminum() and Property.CreateIsotropicMaterialTimber(). Refer to the OpenSTAAD documentation for more details.

J) 15 The function Property.CreateBeamPropertyFromTable() has been update to provide support for specifying timber profiles.

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(K) Documentation and Printing (40)

K) 01 The User Report action icons to navigate and zoom have been updated to use the current printing architecture.

K) 02 The topic G.6.7 Composite Beams and Composite Decks has been updated to confirm that the capability is only supported on rolled steel wide flange (I shape) sections.

K) 03 Section TR.16.1 Listing of Entities by Specifying Groups has been updated to clarify that the definition of groups should be located in the file after all geometry commands have been defined.

K) 04 The description of the directions of an applied support displacement load in topic TR.32.8 Support Joint Displacement Specification has been updated to clarify when used with the Displacement Mode, the direction of displacement is given in the global axes.

K) 05 The User Report tool has been updated to display the items that are currently available. Items previously displayed such as Advanced Query, have been removed.

K) 06 The User Report Setup dialog has been updated to allow printing to be initiated directly.

K) 07 The User Report for AISC 360-10 designs for serviceability have been updated to include the member numbers for each member being checked.

K) 08 Details of how pipe and tube sections can be specified from their key dimensions has been added to topic TR.20.1 Assigning Properties from Steel Tables

K) 09 The details of parameters for the Australian steel design code AS 4100 have been updated in topic D2.B. Australian Codes - Steel Design per AS 4100 - 1998 > D2.B.8 Design Parameters

K) 10 The verification document for EC3 Belgian NA - Column with Axial Load has been updated to correct the equations displayed.

K) 11 The verification examples for EC3 Belgian NA have been updated as PLANE models

K) 12 The Dynamic wind load details in topic TR.32.12.3 Generation of Wind Loads has been updated to clarify that the 'Mass Data' is required if it has not been previously defined in the model.

K) 13 The topic TR.31.2.7 Colombian NSR-10 Seismic Load has been updated to clarify the year of the code that has been implemented and details of the optional parameters PX and PZ.

K) 14 The User Report display has been updated to support a mouse wheel to scroll between pages in a print preview.

K) 15 The Canadian steel design documentation topic D4.E.6 Member Resistances has been updated to clarify the scope of design does not include any specific torsion design check.

K) 17 The section relating to a deprecated meshing routine has been removed from the user documentation

K) 17 The documentation for the AISC 360 design has been updated to clarify that the option to remove slenderness checks as a criteria for design by using MAIN 1 (for compression slenderness) and TMAIN 1 (for tension slenderness).

K) 19 The documentation of the parameters for US AISC steel design codes have been updated to provide better clarity on the use of MAIN and TMAIN to control the slenderness checks.

K) 20 The documentation of the parameters for the Australian AS4100 steel design code has been updated to provide better clarity on the use of MAIN and TMAIN to control the slenderness checks.

K) 21 The documentation of the parameters for the Canadian steel design codes CSA S16-09 and S16-14 has been updated to provide better clarity on the use of MAIN and TMAIN to control the slenderness checks.

K) 22 The recently introduced capability of displaying the results from multiple design collections for AISC 360-16 has been clarified to confirm that each block defined with a PARAMETER command should only be followed by upt o 9 design commands such as CHECK CODE MEMBERS 1 TO 10. If more design commands are needed, then an additional PARAMETER command is needed before including the 10th command.

K) 23 The details of the components of the Beam Member Query dialog have been updated to include details of the slenderness check in the Steel Design section.

K) 24 The installation and documentation has extended the number of verification examples to include a number for AISC 360-10

K) 25 The installation and documentation has extended the number of verification examples to include a number for AISI 2016

K) 26 The installation and documentation has extended the number of verification examples to include a number for AIJ 2005

K) 27 The installation and documentation has extended the number of verification examples to include a number for CSA S16-01

K) 28 The installation and documentation has extended the number of verification examples to include a number for IS 456 2000

K) 29 The installation and documentation has extended the number of verification examples to include a number for IBC seismic and response spectrum loading

K) 30 The installation and documentation has extended the number of verification examples to include a number for UBC seismic loading

K) 31 The installation and documentation has extended the number of verification examples to include a number for ACI concrete design

K) 32 The installation and documentation has extended the number of verification examples to include a number for Eurocode 3 steel design including National Annexes

K) 33 Additional clarification has been added to sections TR49.1 Member Selection Specification and TR 49.2 Member Selection by Optimization to clarify the logic used by the design process in these methods.

K) 34 The installation and documentation has extended the number of verification examples to include a number for IS 800 2007 steel design

K) 35 The installation and documentation has extended the number of verification examples to include a number for Steady State analysis

K) 36 Details of the star angle option has been added to the details of the function, Property.CreateAnglePropertyFromTable

K) 37 The installation and documentation has extended the number of verification examples to include a number for IS 13920 20016 concrete design

K) 38 The installation and documentation has extended the number of verification examples to include a number for SP16 13300 2017 steel design

K) 39 The installation and documentation has extended the number of verification examples to include a number for ASCE 7 2016 wind loading

K) 40 The details of the Parametric Model command structure has been extended in topic TR.14.1 Parametric Mesh Models

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(L) Licensing / Security / Installation (11)

L) 01 Preview images have been added for all sample files included in the installation.

L) 02 The installation has been updated to ensure that the STAAD Foundation Advanced and RCDC modules now only install a single Microsoft Access module. If an alternative version is required, this should be done from Modify the installer from Add/Remove in Control Panel.

L) 03 A number of labels used in the GUI which were hard coded in English have been modified to allow them to be translated with a localised build.

L) 04 The default installation does not include Bridge Deck as a default displayed workflow.

L) 05 The STAAD Foundation Advanced (SFA) installer bundled with the STAAD.Pro installation has been updated to v 9.04.00. Refer to the SFA help documentation for details of what's new and changed.

L) 06 The installation has been updated to include version 10.0.19.27 of the Connection Client module.

L) 07 The method used to handle a license that is not fully validated has been updated to ensure a consistent behaviour across the applications.

L) 08 The localised Chinese build of STAAD.Pro has been updated to include the option to specify Russian steel design to SP 16.13300.2017

L) 09 To ensure that the best ISM interop experience is provided, the latest version of the Structural Synchroniser (11.1.2.9)is included in the installation bundle.

L) 10 The Building Planner executable is now digitally signed.

L) 11 The folder structure for the installed verification models has been slightly modified

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