This document is organized in a way that newer revisions appear at the top. Therefore, section numbers will keep decreasing from top to bottom. Also refer to the What's New section of the Online Help for Major New Features. This document outlines fixes and last minute changes.
Copyright (c) 1997-2011 Research Engineers International, a Bentley Solutions Center
What's New in:-
A) 01 The AISC 360-05 design module for tapered sections and those defined as I sections in a UPT has been updated to improve the calculation of the equal area axis used in the calculation of the plastic modulus and thus the capacity BEND-Z. The previous results were conservative.
A) 02 The EN1993 steel design module has been imporoved for angle section design. For class 4 sections the basic elastic section modulus was being used in place of the effective section modulus of the class 4 section.
A) 03 The EN1993 steel design module has been updated to correct the calcuation of eqn 6.2 when the parameter ELB was set to 1. The value of Nrd in equation 6.2 ratio calculation should use the section capacity but was using the buckling capacity, which produced conservative results.
A) 04 The NORSOK N004 design code has been updated to correct the calcuation of Qu for axial force which was being calculated the axial force being applied in the opposite direction, i.e. For compression when the member was in tension and visa versa.
A) 05 The analysis engine has updated the calcuations in the IBC 2006 seismic loading to handle situations where the calculated upper limit of Cs is below the lower limit of 0.01.
A) 06 The Australian concrete code has been updated to ensure that the correct load case is reported in the Member Query dialog for beam and column members.
A) 07 The AISC 360-05 deflection check has been updated to esure that the correct length over deflection check is performed.
A) 08 The Eurocode 3 steel design has been updated for user defined class 4 sections. While calculating the moment reduction factor, the "effective" section's moment of inertia was being used instead of its section modulus. This gave rise to incorrect reduction factors and hence a low value for the LTB moment capacity.
A) 09 The Australian concrete batch design ouptut sketch for AS3600 has been updated to correctly report the governing load case and reinforcement sketch. However, it is strongly recommended to use the more comprehensive AS3600 design module in the Concrete Design mode.
A) 10 The Direct Analysis routine has been improved for situations where the DEFINE DIRECT ANALYSIS option includes the setting of NOTIONAL LOAD >=0.0029 which indicates that an iteration on tau_b is not required and that not all members are defined as their flexural stiffness as being significant. Whilst the anayisis and defelctions were being reported correctly, the end moments were not always correct.
A) 11 The output report for an IS456 concrete design has been updated to support displaying larger numbers which previously would be displayed as ****
A) 12 The EN1993 steel design routines when including the Netherlands National Annex have been improved. Previously the additional clause check for Cl.6.3.3 (and hence the NEN C.l 184.108.40.206.3) was being done for all cases of axial compressive load. This check should only be done in case of combined axial and bending loads. This issue has been rectified and a check has also been included to ignore this check if the bending moments are very small when considering the combined axial + bending condition.
A) 13 The routines for calcuating the centre of mass when using a response spectrum defined as either IS1893 or Eurocode 8 have been improved to address situations where no global Y loading has been defined, which is the basis on which centre of mass is calculated, and the program will attempt to use global X or Z loads instead. In the load to mass conversion, this occationally resulted in very small global Y masses being created and thus these were used as the mass model.
A) 14 The AISC 360-05 steel design module has been updated to use the member defined Youngs Modulus in calculating the compression capacity rather than the fixed value of 29000 ksi.
A) 15 The AISC ASD design routine for channels bent about their major axis has been updated to make use of equation (F1-8).
A) 16 The AISC 360-05 design routines have improved to include the calcuation of Cv as determined in Chapter G, section G2, using all three equations (G2-3), (G2-4) and (G2-5).
A) 17 The batch processing Chinese steel and concrete designs have been withdrawn and more comprehensive design solutions provided. SSDD for steel design and the Concrete Design Mode.
A) 18 The BSK99 design code has been updated to ensure that the results are always displayed in KNs and Metres.
A) 19 The DIN 1880 steel design code has been updated to ensure that the classification of User Defined Wide Flange sections are checked and the overall section is classified appropriatly.
A) 20 The ACI 318-05 design module in the batch processing mode has been updated to ensure that the minimum requirements are met including the provision of clause 10.5.3.
A) 21 The analysis engine has been updated to ensure that if a PEFRORM DIRECT ANALYSIS is included for some load cases and some other form of analysis for others, the DIRECT ANALYSIS does not affect the results generated of the other load cases.
A) 22 The AISC 360-05 design code has been updated to ensure that when the minor axis plastic property is used in the calculations for wide flange section, the full plastic property is used.
A) 23 The legacy European database has been updated with the correct column heading for IX and IY for IPN sections.
A) 24 The GNL analysis has been updated to save the transverse shear and bending moments at the centre of plates in addition to the three inplane forces previously saved during the analysis.
A) 25 The Canadian steel design code has been updated to ensure that if tension only members are defined with self weight loading which theoretically can induce compression loading, this is not used to trigger the slenderness checks for compression members.
A) 26 The AISC 360-05 design code has been updated to ensure that the moment for the correct axis is reported in the CL.F-Minor data section of the output. The calcuations were done useing the correct values.
A) 27 The design modules have been updated to ensure that section profiles that included either '(' or ')' in their section names were treated as valid section names which was a particular problem in the aluminium section design where some standard tables included these characters.
A) 28 The IS3920 code has been updated to ensure that the calcuation of EUDL is correctly noteably when the SELFWEIGHT command is assigned to a member list and the GLD parameter is used.
A) 29 The processing of USER TABLE wide flange sections defined with a composite flange has been updated to ensure that the additonal self weight resulting from the additional flange is accounted for.
A) 30 The AIJ steel design module version 2002 has been updated to ensure that this is the reported version in the output file.
A) 31 The analysis engine has been updated to include a warning in the output file if a SELFWEIGHT load command and assigned to a list of members as a note to the user to check that the list includes the actual range of members required.
A) 32 The IBC 2006 calcuations have been improved for metric models. The calcuation of Ct has been updated to ensure correct unit conversion using Ct(english) = Ct(metric)*(100/(2.54*12))^x where x is the supplied exponent.
A) 33 The Indian concrete design code IS3920 has been updated to ensure that if a combined member (defined using the COMBINE command) is designed followed by an un-combined member, the program did not correctly consider the effective UDL on un-combined members.
A) 34 The GUI has been updated to correctly display floor load commands which have been assigned using the XRANGE option. Additionally, the analysis engine has also been updated to ensure that the correct members have been loaded when the XRANGE option has been used with the FLOOR command.
A) 35 The Canadian steel design module CSA S16-01 has been updated such that the moment of resistance of beams subjected to axial tension and bending is reported to either equation 13.9a or 13.9b as necessary.
A) 36 The wind loading routines have been improved to ensure that wind loading on open structures can be limited to a section of the model using a member list.
A) 37 The wind load generation routines have been updated to prevent the creation of additional loading resulting from smaller wind panels being defined which are subsets of larger panels.
A) 38 The EN1993-1-1:2005 module has improved the torsion calcuations when the value of (z/a) is very large which would report clause 6.2.7(1) as having a result of *****
A) 39 The BS5950-5 cold formed steel design module has been updated to ensure that the slenderness calculation uses the correct effective length and the equation to calculate the critical buckling moment (cl. 220.127.116.11) has been updated. Additionally, the output has been updated to ensure that the shear capacity is included.
A) 40 The Norwegian NS3472 design module has been updated to support European CHS, SHS and RHS sections as well as the tubular sections TUBE and PIPE previously supported.
A) 41 The SNiP steel design routine has been updated such that the output reported when the critical check is axial (i.e. tension or compression), only the axial force was included. The moments were shown as zero.
A) 42 The Chinese steel and concrete design modules have been removed from the analysis processing engine. Concrete design is maintained with the Concrete Design Mode and steel design with the SSDD application.
B) 01 The STAAD.Pro GUI has been updated to better handle files that have errors included. If the file has been opened in a STAAD.Pro session that has been used to open and view a number of files, then attempting to open a file which has had errors that have been fixed in the Editor could cause the GUI to crash.
B) 02 The GUI has been updated to ensure that it makes use of the unit fields defined in the section database files (i.e. *.MDB) when scaling the sections in the GUI. Note the engine and thus the analysis made use of these appropriately and thus this did not effect the results.
B) 03 The GUI has been updated to better handle old versions of ProjectWise and ensure that the GUI does not crash if attempting to use old ProjectWise installations. The STAAD.Pro integration with ProjectWise requires a version of 08.11.07.00 or greater
B) 04 The GUI has been updated to ensure that it can support the correct allowable range of values for the EN1993 steel design parameter ELB.
B) 05 The GUI has been updated to improve the handeling of IBC 2006 data to ensure that when a file is opened with IBC 2006 load data which is displayed in the load edit dialog, the correct Site Class is displayed.
B) 06 The Jindal database has been updated with additional sections available from Jindal.
B) 07 NBC 2005 combination rules added to the Auto Load Generator
B) 08 The hydrostatic plate loading routine has been enhanced to allow plates to be loaded where the definition of the loading is negative.
B) 09 The GUI has been updated to ensure that when Reference Loads are defined, the file is saved with UNIT commands in the correct location.
B) 10 The GUI has been updated to ensure that it correctly reads a file with Algerian siesmic load data (RPA). Whilst this would analyse correctly, if the file was re-saved from the GUI, the weight associated with the siesmic data was not saved correctly.
B) 11 The GUI has been updated to ensure that when a Eurocode 8 response spectrum is defined, the values displayed in the loading dialog are in the current units, not just in m/s2 which was previously done.
B) 12 The cold formed steel design module BS5950-5 has been updated to include the LTB capacity of sections in the TRACK 2 output.
B) 13 The GUI has been updated with a data check for when uniformly distributed loads have been defined with an explicit start and end position as 0.0.
B) 14 The GUI has been updated to handle Response Spectrum commands which include the MIS 0 parameter. This indicates that the missing mass should be accelerated at the frequency specified by the ZPA paramater, or 33Hz if ZPA has not been specified. Previously if MIS 0 was included in the file and resaved from the GUI, this command was removed.
B) 15 The timber design parameter list in the GUI for Eurocode 5 has been updated with KLEF and SERV removed as these were not implemented and produced warnings if used in the file.
B) 16 The GUI dialog for the Algerian siesmic code has been updated to correctly display the label of 'Structural Quality Factor' which was previously shown as 'Importance Factor'
B) 17 The GUI has been updated to correctly handle deletion of user created orthotropic 2D materials.
B) 18 The Member Query dialog has been updated to display the torsion inertia IX for wide flange sections recorded in the database rather than being calculated based on the basic shape dimensions as done previously.
B) 19 The angle section table in the Canadian steel section database has been updated so that the radius of gyration is that of the principal axes, not the geometric axes which were previously included. Although the actual vlaues used by the program are internally calculated and not acfected by the values shown in the tables.
B) 20 The GUI has been updated to better handle 'Partial Surface Trapezodial Loads'. Once defined, if a load is edited by double clicking on it in the Loads dialog, the data is correctly loaded and saved from the dialog.
B) 21 The AISC Tube database has been updated to correctly include the plastic modulus in the minor axis. This did not cause a problem as this value is not used in the analysis or design modules. If needed, the plastic moduli are calculated based on the section dimensions.
B) 22 The Floor Load generation routine has been improved to ensure that when closed loops of beams are identified, they do not contain smaller loops which are loaded seperatly.
B) 23 The Section Profile Tables dialog has been updated to ensure that if a wide flange section is selected and a double profile (D) option is selected, then the defintion and edit box to allow the spacing to be defined is activated.
B) 24 The GUI file reading routine has been updated to ensure that it correctly recognises the FLOOR HEIGHT command as used in the IS1893 siesmic analysis.
B) 25 The GUI has been updated to maintain the graphical view when changing between pages when practical rather than reseting settings such as the zoom that may have been set.
B) 26 The GUI has been updated such that if a new material is assigned to a model such that any previously assigned material is no longer assigned on the model, the command line assigning the material is fully removed. The definition is not removed.
B) 27 The GUI has been updated to ensure that macros which are added to the User Tools menu are displayed in the toolbar.
B) 28 The dialog box that allows the selection of entities by a range perpepdicular to the global planes has been updated to ensure that the correct length unit that will be used is displayed.
C) 01 The recent enhancement with the Response Spectrum command that allowed additional load cases to be created based on the mode shapes has been updated to ensure that the GUI is kept current with the created load cases if there are changes made to the starting load case number and the analysis re-run.
C) 02 The post processing display of time history displacements have been updated to better handle metric units .
C) 03 The post processing reporting of beam relative displacements has been improved to ensure that the values are correctly converted from global to local axes systems.
C) 04 The GUI post processing module has been updated to ensure that the element results reported for elements which have been made inactive are reported as zero. Note that the results reported in the output file were correct.
C) 05 The post processing display of nodal displacements of models with Eurocode 8 response spectra has been corrected to display the maximum displacements (which were previously displayed as zero).
C) 06 The AISC ASD design routine has been updated to correct a recent modification which resulted in the allowable stress reported in the Member Query dialog not being displayed correctly. The correct value was being used in the design and printed in the output file.
C) 07 The FLOOR LOAD GENERATOR routine has been improved to deal with situations where all the nodes of a selection do not all lie in a plane. The tolerence was set as 1mm. This can now be controlled using a new SET command, namely SET FLOOR LOAD TOLERENCE f, where f is the tolerance in the current length unit. This SET command can be located anywhere in the input file before the loading although GUI (COMMAND -> Miscellaneous -> Set Floor Load Tolerance) will put it at the top of the input file between the STAAD and JOINT COORDINATE commands.
C) 08 The routine for calculating the Transfer forces has been updated to ensure that the values that are reported ar in the current units. Previously the force would have always been in Kip units.
C) 09 The Post Processing module GNL graph tool has an option to 'Limit Maximum Load Step for Graph' which displayed the incorrect message if an inappropriate load case was selected to display.
C) 10 The Post-Processing of the DD ENV 1993-1-1 has been improved so that the correct headings for MCZ (major axis moment capcity) and PC (compression capacity) are displayed in the Member Query dialog box on the Steel Design sheet.
D) 01 The Steel Designer Module BS5950-1:2000 design module has been updated to ensure that members which are not over utilised are not displayed as UNSAFE.
E) 01 The RC Designer module has been updated to ensure that design codes that used a shared DLL for passing section data which included IS456, BS8110 and CP65 are able to so.
E) 02 The ACI 318-05 design module in the Concrete mode has been updated to correct the printout details for bi-axial moments which were those based on the EC2 2004 code, so both the nomenclature for the capacities and moments, and the printed values were wrong. The Pass/Fail ratios were correct however. This is now changed to use the correct terms and to show the capacities and moments in the correct units. The value of Phi used is also added to the printout.
E) 03 The AIJ Beam Brief in the RC Designer mode has been updated to ensure that if a negative concrete strength is defined it does not cause the application to crash.
F) 01 The RAM Connection module has been updated such that it can handle base plate designs with columns which have defined beta angles in excess of 180 degrees.
F) 02 The RAM Connection module has been updated to ensure that if the loadcases to be considered in a design are modified these are correctly accounted for if a connectin is re-designed.
F) 03 The beam splice connection in the RAM Connection module has been updated to ensure that the connection can be assigned to members that are correctly co-linear.
G) 01 The Export of a slab to RAM Concept has been updated to address a unit change issue. If a model was created and exported, then the base unit system is changed and the model re-eported, the revised model did not correctly reflect the change in unit system. This has now been addressed.
G) 02 The RAM Concept export routine has been improved to ensure that columns that are defined with a local X axis pointing in the positive global Y axis and a beta angle are rotated correctly in RAM Concept.
I) 01 The Editor has been updated to correct a command parameter error when processing files with a list of plate elements identified with the MEMB string which was incorrectly being reported as an error.
I) 02 The OpenSTAAD documentation has been updated to clarify that functions such as Output.GetOutputUnitForDisplacement return the string of the labels used for displaying the results in the GUI.
I) 03 The IS800 Technical Reference manual has been updated to correctly list the available design parameters.
I) 04 The OpenSTAAD documentation has corrected the information that indicates that the parameters assigned to the Results Object function GetMemberIncidences should be of type Long, not Integer.
I) 05 The CIS/2 import module has been updated to better handle STP models that have been defined with both numeric and alpha numeric references. If the member number is defined in the STP file, then this is used, however, if a text string is used to reference the member then STAAD will allocate a member number. If later in the file a member is defined with a member number this could cause a problem. Now STAAD will read in all the member definitions before allocating member numbers.
I) 06 Details of design codes supported by STAAD.Pro have been added to the online help in the Welcome section.
J) 01 The OpenSTAAD function AreResultsAvailable has been updated to ensure that it returns the correct status
K) 01 The User Report routine has been updated to ensure that it handles the temporary situtation when all items have been removed from the report setup prior to adding new items for the report. Previously this condition when there wer no included items could cause the program to crash.
K) 02 The releases table in a user report has been updated to identify the directions which are free and have spring connections defined.
A) 01 Eurocode 3 steel design has been improved to allow design of the newer European hollow databases sections and US HSS database sections.
A) 02 The GUI has been updated to handle the DIRECT ANALYSIS parameter REDUCEDEI.
A) 03 The display of the progression of an analysis has been improved so that the time steps reported can be viewed clearly.
A) 04 The output report for IS456 column designs have been improved so that the design axial force for large forces is displayed better.
A) 05 The routine for extracting data from the French tube database sections for design has been improved.
A) 06 The output report for combined stresses of unsymmetrical sections has been improved. The stresses are now based on the calculations using the modulus in each direction rather than a single most onerous modulus in each axis.
A) 07 The Canadian concrete design module CSA A23.3-94 has been updated to report the correct spacing of bars in the output.
A) 08 The Australian AS4100 steel design module has been updated to make a small improvement in the calculation of the ALM parameter using clause 18.104.22.168-(III)
A) 09 The analysis engine has been updated to process smaller loads than previously handled. In order to prevent unit conversions introducing small unwanted effects very small loads are not processed. This level has been lowered to 0.0000001 kips/inch (approximately 0.0175127 N/m)
A) 10 The DIN 1880 steel design module has been updated to ensure that the torsional shear stress of angles is correctly calculated as (Mx/It)*t.
A) 11 While performing a small delta type analysis (in both PDELTA and DIRECT ANALYSIS), the section moment due to tension and the section displacements due to shear/bending are added to the moment diagram, if small delta is selected. There is no iteration performed for this step
A) 12 The PDELTA analysis routines have been improved to better handle the P-small delta effects that occur in tensile members which also include releases.
A) 13 The PDELTA analysis has been updated to ensure that if during an iteration a member is found to have buckled, then output diagram in the Post Processing will display the members original moment diagram rather than that including the P-Small Delta effects which diverge towards infinity.
A) 14 The output report from a DIRECT ANALYSIS has been enhanced to add additional information such as the critical location in the analysis in order to assist the user to further investigate.
A) 15 The analysis engine has been updated to better handle the Eurocode 8:2004 Response Spectrum. Whilst the base shears were calculated correctly, the forces were not being distributed to the floors thus resulting in no displacements.
A) 16 The AISC 360-05 steel design module has been updated to improve the circular hollow pipe member design. The forces/moments in each of the members local axes are resolved into an equivalent forces/moment and the member designed for those which may result in more efficient designs.
A) 17 The Australian AS4100 steel design module has been updated to ensure that if the BEAM 1 parameter is specified (i.e. at the ends only), and Alpha M is to be calculated automatically (i.e. not specified with the ALM parameter), this is calculated correctly with the intermediate moments along the beam length.
A) 18 The Canadian steel design CSA S16-01 has been improved to ensure that MRZ and the compressive strengths are reported in the output file.
A) 19 The Australian steel design module AS4100 has been updated to correctly display the values of Ncz, Ncy, Nciz and Nciy
A) 20 The Australian steel design module AS4100 has been updated to improve the calculation of Alpha M
A) 21 The Australian steel design module AS4100 routines have been updated to ensure that un-initialised variables are accounted for.
A) 22 The Australian steel design module AS4100 has included a check to ensure that a user entered value of Alpha M is not greater than the code limit of 2.5
A) 23 The Eurocode 3 steel design EN1993-1-1 has been updated such that for members subject to an axial load and bending moment, the program used to skip the axial load/ axial capacity check. If the axial load is compressive, this will be fine since the combined condition will be critical. However if the axial load is tensile, we now to do the axial load/axial capacity check as well, before we do the combined axial + bending check
A) 24 The Eurocode 3 steel design EN1993-1-1 module has been update when checking members with biaxial bending moments. Previously it only performed the interaction check as per equation 6.41. Now the member is also checked for the bending capacities separately as well as the combined check.
A) 25 The output of members designed to the Indian steel design code IS800:2007 has been updated for members who cannot be designed as they are classified as slender and outside the scope of the current module. Previously additional checks may have been performed which may have classed the section as other than slender and thus led to confusion.
A) 26 The GENERATE FLOOR SPECTRA command has been updated to handle situations where nodes are defined in multiple groups. This is incorrect and reported with a warning in the output file.
A) 27 The Eurocode 3 steel design EN1993-1-1 has improved the calculations for the design of slender tee sections.
A) 28 The German steel design module DIN 18800 has been updated to ensure that if a parameter block contains a PY parameter assigned to some members, other members which have not had PY assigned are allocated their steel strength from the SGR parameter.
A) 29 The AIJ steel design module output has been updated to ensure that the axial force direction is correctly reported in a TRACK 3 output.
A) 30 The BS 5950 steel design module was modified in the last release to ensure that when calculating the interaction ratio for clause 22.214.171.124, when the axial load was extremely small the ratio was occasionally over estimated by using a larger axial load than was required.
A) 31 The Eurocode 3 steel design EN1993-1-1 has been enhanced with 2 new additional parameters ALPHA and BETA in assisting to specify the requirements in equation 6.41. See the International Design Codes Manual for full details.
A) 32 The Australian steel design module AS4100 has been improved to address an issue which occurred if a member that was being designed was assigned BEAM 0 (i.e. design only for the end moments) and ALM 0.0 (i.e. automatically calculate AlphaM based on the moment profile). This would cause the calculation of the AlphaM value to fail. In this situation, AlphaM will not be calculated based on the moment profile, but will be assigned the value 1.0. If an automatic calculation of AlphaM is required, then BEAM 1.0 must also be specified.
A) 33 The standard analysis engine has been updated to better handle load cases which included both notional loads and a bandwidth reduction during the analysis. This issue was not present in models when a bandwidth reduction was not required or when using the Advanced Analysis engine.
A) 34 In order to prevent getting huge displacements in a beam member minor axis due to small delta effects in a P-Delta or Direct analysis when there are no out of plane shears or moments (generally caused when axial compression in the member exceeds Pcr), a limit for the section displacements has been added as a new command SET DEFLECTION CUTTOFF f1 (where f1 is a limit in the current length units) which turns small delta calculations off for members for which the specified section displacement is smaller than the value defined for the parameter. This command should be added in the STAAD file after the first UNIT command, but before the start of the JOINT COORDINATES. If the absolute value of the maximum section displacement is less than f1 after 2 iterations; then it is converged. The assumption is that out of control, diverging, minor axis displacement will not occur until after 2 iterations.
A) 35 The FLOOR LOAD routines have been improved to better handle situations where the members included can define closed loops with concave edges which are excluded from the FLOOR LOAD command and thus should not be loaded.
A) 36 The design routines in STAAD.Pro have been enhanced to allow sections defined in the Russian STO ASChM to be chosen by a design using the SELECT MEMBER command.
A) 37 The analysis engine has been updated so that if a SELF WEIGHT command is assigned to a finite element then this is maintained even if the specification IGNORE (INPLANE) STIFFNESS has also been assigned to that element. Previously, the IGNORE (INPLANE) STIFFNESS command would mark these elements as having no mass/weight.
A) 38 The reduced moment capacity for steel designs performed to the Eurocode 3 EN1993-1-1 has been updated to correctly calculate the reduction factor for the yield stregth as per clause 6.2.8
A) 39 The BS 5950 steel design module has been updated for designing wide flange sections with cover plates with a revised method for calculating the torsion constant.
A) 40 The AISC 360-05 steel design module has been updated to correct the calculation for the span/deflection value (dff) for a member that is code checked after its property has been changed with a MEMBER SELECTION command.
A) 41 The Eurocode 3 steel design EN1993-1-1 has been updated in calculating NcrTF which uses the formula in NCCI SN 001a to ensure that the sign of the result is correctly assigned.
A) 42 The Eurocode 3 steel design module has been updated to allow correct design of double channel sections.
A) 43 The Eurocode 3 design of RHS and SHS class 3 sections has been imporved in the calculation of the effective section properties used in the design.
A) 44 The AISC 360-05 design has been improved for designs on built up wide flange sections (indicated with the STP 2.0 parameter) in that in now calcuates using the values as per clause G2.1(b). Previously it has been using the values from clause G2.1(a)
A) 45 The AS4100 steel design module has been improved in that any values of KY and KZ if not defined as integers were being truncated to integer values.
A) 46 The ACI 318 concrete batch design routine has been updated with 2 changes to the implmentation of clause 11-18 in section 11.6.3. 1) In the right hand side of that equation, instead of calculating Vc/(bw*d), STAAD was doing Vc/bw*d (without the parentheses) which is equal to (Vc*d)/bw. 2) In calculating effective depth, x1, y1, etc., the program was not subtracting the stirrup diameter from the total depth.
A) 47 The Eurocode 3 EN1993-1-1 design code has been updated to correctly calcuate the reduced moment capcity of sections under high shear where it is considered in an applied moment/reduced moment capacity context.
A) 48 The Eurocode 3 EN 1993-1-1 design has been updated to ensure that the parameter ZG is correctly initiated, if not specifically defined, when needed for calculating Mcr.
A) 49 The Eurocode 3 EN1993-1-1 design has been updated to allow designs of large models which would have perviously casued the application to crash.
A) 50 The steel design code EN 1993-1-1 has been updated with a new design parameter (ELB) that can be used to include the combined axial + bending checks as per equation 6.2. ELB parameter will accept either a value of 0 or 1. By default ELB will be set to 0. ELB = 0 : Combined axial load + bending check as per Cl 6.2.9 (default) ELB = 1 : Check as per eqn 6.2. Note that even if ELB is set to 1, we will still work out the reduced moment capacity of the section due to the axial load and report it, but will check for interaction using equation 6.2 rather than equations in Cl 6.2.9.
A) 51 The AISC 10-97 design code module for transmission towers has been enhanced to support the design of HSS tubular sections. Note this update was implemented in 20.07.05.
A) 52 The DIN 18800 steel design module has been updated such that previously the compressive capacity of a cross section was being worked out using a non-dimensional slenderness based on 93.9 x epsilon. The term 93.9 x epsilon is based on an E value of 210000 N/mm2 (as stated in the code). The procedure has been updated so that the non-dimensional slenderness will be calculated using the following equation that allows for the elastic modulus as well as the yield strength of steel used:- lambda_1 = PI*SQRT(E/fy)
A) 53 The Eurocode 3 EN1993 steel design module has been updated to ensure that the correct curve is selected if a built up flange has a flange thickness of exactly 40mm.
A) 54 The calculated reduced moment capacity equations for CHS sections as per eqn 5.34 of DD ENV EN 1993 has been updated to use the material safety factor correctly.
B) 01 The GUI has been updated to better display the 3D representation of General profile sections in the 'Section Outline' or 'Full Section' options of the Structure>Diagrams dialog. These were previously not always being located at the profile centroid.
B) 02 The export of finite element models using the 2D DXF routine has been improved to support both triangular and quadrilateral plate elements.
B) 03 The GUI has been updated to improve the ability to apply trapezoidal and hydrostatic loads on plates. Previously where the force W1 is 0 or negative and W2 is non zero, then only one row of plates was being loaded.
B) 04 The CIS/2 export has been updated to report the 'NAME' field from the section database rather than the 'STAADNAME' field which is intended as the name used for the section in a STAAD file only.
B) 05 The GUI has been updated to ensure that the data displayed in the Materials table does not appear to be deleted. Note that this did not affect the data in the file.
B) 06 The US Joist Section database has been updated so that it displays correctly in the GUI dialog box.
B) 07 The GUI has been updated such that if a response spectrum loading definition is assigned to a load case which uses the ASCE method as the combination method and if both FF1 and FF2 values are also defined, then re-displaying the data in the dialog will populate the dialog with the correct value of FF2.
B) 08 The GUI has been updated to ensure that the item ULZ in the Indian IS456 concrete design parameter dialog box is added correctly and does not add the parameter ULY instead.
B) 09 The GUI has been updated to handle incorrectly defined SPRING COMPRESSION commands which previously caused the application to crash when opening the data file.
B) 10 The CIS/2 Export routine has been enhanced to support exporting standard sections from multiple databases.
B) 11 The Auto Load Combination tool in the Loading dialog has an added option if creating new primary load cases using the REPEAT command (rather than combination load cases which will be summations of the results), to add additional notional horizontal loads from the categories specified in the menu option Commands>Loading>Edit Auto Loading Rules
B) 12 The Loading dialog in the GUI has been updated to better reflect the assignment of a wind load definition.
B) 13 The GUI has been updated to allow the command ELEMENT RIGID INPLANE ROTATION to be assigned graphically. For more details on the command refer to the Technical Reference manual section 5.24
B) 14 The GUI has been updated to ensure that any orthotropic 2D materials that have been created in the GUI are written into the data file correctly with the name as defined and not as an isotropic material with the name. Material1.
B) 15 The British Steel database has been updated with all the angle sections defined in the current SCI publication known as the Blue Book. Note also the sequence of the angle sections has been revised so that all the equal sections are listed followed by the unequal sections.
B) 16 The European steel database has been updated to include both seperated tables for rectangular hollow sections (RHS) and square hollow sections (SHS) as well as including the sections in the older combined TUBE table with modified values of plastic modulus to be consistent with EN10210-2. Note that for completness, there is also an additional circular hollow table (CHS) as well as the older PIPE table. All the sections in the RHS, SHS and CHS sections are as defined in EN10210-2.
C) 01 The GUI post processing and contouring of finite element results using the non-linear analysis has been improved so that the element centre stresses are reported as well as the corner stresses.
C) 02 The design information displayed in the Member Query dialog box for members designed to AISC 360-05 has been updated to ensure that the correct load case is reported.
C) 03 The intermediate moments reported on members analysed using the PDELTA analysis routine have been improved so that if the peak forces are generated at the ends of the members these are reported.
C) 04 The critical forces in cold formed members designed to BS 5950-5 displayed in the member query dialog have been updated to account for the unit system
C) 05 The post processing routine to create AVI movies of mode shapes has been updated to ensure that the facility is available for mode shapes generated from response spectra analysis.
C) 06 The Member Query dialog GUI has been updated to correctly report the critical condition of members designed using the Indian IS800:2007 code. Note that the information was correctly reported in the output file.
C) 07 The British Steel database has been updated with all the angle sections defined in the current SCI publication known as the Blue Book. Note also the sequence of the angle sections has been revised so that all the equal sections are listed followed by the unequal sections.
D) 01 The BS5950 module in Steel Designer has been updated to corrected so that the correct axial load + bending interaction ratio shown is the maximum of the following clauses: Cl. 4822, Cl 4823, Cl. 483, Cl. 4832, Cl 4832.
D) 02 The output from steel designs performed with the Steel Designer module have been improved in that the values of Az displayed will be in mm3 (rather than m3) as previously these were so small that they did not register when shown to 2 decimal places.
E) 01 The Eurocode 2 design in the RC Designer module has been improved so that when bars at the ends of beams are needed to be extended this no longer causes the design to fail.
E) 02 The RC Designer code DIN 1045 has been updated to support the output of design details.
E) 03 The design of slabs in the RC Designer module has been improved to address problems which occurred on extracting the moments and forces on triangular finite elements.
E) 04 The RC Designer module for the ACI 318-99 degign brief has been updated to ensure that a suitable concrete strength can be assigned.
E) 05 The DIN 1045 beam and column design in the RC Designer module have been updated to ensure that it is possible to produce a detailed report which previously caused the application to crash.
E) 06 The method to establish the moments for design in slabs in RC Designer has been updated to be similar (although not the same) as the method used in the Post Processing module fo display the contour maps.
E) 07 The RC Design module has been updated to assist in the formation of design slabs such that where the local out of plane axes (local Z) is not consistent, these are reported as invalid and suggests the model nbe revised so that if required as a single slab, the local axes be suitably aligned.
F) 01 The RAM Connection Mode has been updated to ensure that the chosen design code method is retained each time the Settings dialog box is opened.
F) 02 The RAM Connection Mode has been updated to ensure that Gusset Plate Column-Beam Brace (CBB) can be defined and designed.
F) 03 The RAM Connection Mode has been updated to support double angle bracing members defined in the structural model.
F) 04 The RAM Connection mode has been updated to allow theF) 04 The RAM Connection mode has been updated to allow the specification of the beam/girder to be specified on a beam/girder connection.
I) 01 The STAAD Editor has been updated to allow the font size to be resized from the Menu option View>Customise on has been updated to support display of Greek characters that are have been added to the output of steel sections designed to the Australian AS4100 code.
I) 03 The Section Wizard application has been updated to prevent the occasional display of 'Icon PRB...' message boxes.
I) 04 The Section Wizard export to a STAAD.Pro User Table has been updated to ensure that the elastic properties Sz and Sy values are not transposed in General section.
I) 05 The Freesketch module has been updated to allow export of sections into a STAAD User Table.
I) 06 The Editor has been updated to support the display of international characters in the STAAD data file.
I) 07 The report document produced from Section Wizard files now uses the standard Arial font in order to ensure it can be displayed on systems which used extended international fonts.
I) 08 The Editor has been updated to ensure that if the data file is printed from within the Editor and the margins adjusted prior to the printout, all the data is reformated correctly and included in the printed document.
I) 09 The STAAD user table (UPT) export routine of the Section Builder module of Section Wizard has been updated to correctly assign the properties of the major and minor axes with the local Y and Z axes in the UPT file.
I) 10 The GUI has been updated to ensure that if a Bridge Loading module license is available, then the mode is shown available when a file is loaded. Previously, this was only set after the file was closed and re-opened.
I) 11 The AASHTO LRFD code in the Bridge Deck mode has been enhanced such that it is now possible to provide the Impact Factor for load generation for HS Truck and Tandem vehicles.
I) 12 The AASHTO LRFD module in the Bridge Mode has been updated include consideration of multiple presence and include the factor from section 126.96.36.199 (table 188.8.131.52.2-1)
I) 13 The AASHTO LRFD module in the Bridge Mode has been updated to improve the ability to set the curb distance.
I) 14 The Section Wizard export to a STAAD.Pro User Table has been updated to ensure that the plastic properties Pz and Py values are not transposed in General section.
J) 01 The OpenSTAAD Application object data handeling routines have been enhanced so that macros and applications using this API can access data from very large models which would have previously caused the API to crash.
K) 01 The online help documentation has been updated to link to the updated technical support website.
K) 02 The N6960-1984 design has been checked against the amendments defined in Supplement 2. It has been noted that this supplement does not affect the designs performed by STAAD.Pro, that the International Design Codes Manual section 17.1 has been updated to reflect that this supplement has also been considered in the designs.
K) 03 The AIJ concrete parameter list has been updated in the International Design Codes manual.
K) 04 The online manual has been updated to state that the minimum resolution that is required to use STAAD.Pro effectively is 1280x1024.
K) 05 The International Design Codes Manual for the American Petroleum Institute (API) has been updated to correctly report that designs are performed to the 21st Edition as indicated on the output files.
K) 06 The technical reference manual section 5.31.3 has been updated to correctly report where the heights specified in the wind load definitions relate to the model.
K) 07 The online help section of the International Design Code for Japanese Steel AIJ has been updated to reflect both the 2002 and 2005 versions of the code that are supported.
K) 08 The GUI has been updated to ensure that the parameters for DIRECT ANALYSIS, TAUTOL and DISPTOL are created correctly in the STAAD data file.
K) 09 The Applications Examples manual has been updated to address a few incorrect entries, specifically in Example No. 24 and Verification No. 5. Additionally In the International Design Codes manual section 10.B Japanese Steel Design, the actual bending capacities equation have been updated to reflect the actual equations used.
K) 10 The French Steel section of the International Design Codes Manual, section 6B has been slightly modified to correct the list of design parameters supported by the code.
K) 11 The BS 5950 section of the International Codes manual section 2B.8 has been updated to confirm that to reflect GENERAL and ISECTION shapes being assumed as I shapes for BS5950 design. PRISMATIC shapes cannot be designed.
K) 12 The International Codes manual section 5B.6 has been updated to show the correct value of steel grade for SGR 2.0 as S355
L) 01 The STAAD SELECT XM License Configuration has been updated to display the currently supported licenses.
L) 02 The installation has included RoboEx32.dll which is needed by the FreeSketch online help. ketch online help.
L) 03 STAAD.Pro has been updated to better handle files that have been located in folders or marked as 'Read only' which would have caused the application to crash after displaying a warning that the file is not accessable by the user. The warning is still displayed.
A)01 The IS800:2007 code check has been updated such that the bending with tension check, clause 184.108.40.206 for bending about the minor Y axis, has been corrected to ensure that the minor axis capacity is used (not the major axis as previously).
A)02 The self weight calculation routine has been updated for wide flange sections defined as composite so that the weight of the concrete is also accounted for.
A)03 The ASD method in the AISC 360-05 design has been updated to remove the 1.6 factor the applied notional loads.
A)04 The analysis engine has been updated such that if a second order analysis has been performed, the intermediate forces reported in the tables will now include the full seconds order effect. Also the bending member query dialog has been updated to indicate that displaying intermediate results can be supplemented with approximate second order effects. Therefore, if accurate results are required at specific locations, then a node should be inserted into the beam at that location.
A)05 The AISC ASD design has been updated where the torsion parameter is set to 1. Details of the torsional stress design would only be created for members where the critical condition does NOT involve torsion, but torsion is involved in the design of other, non critical load cases. Now the torsional stress design is reported for all members.
A)06 The PDELTA nn ANALYSIS SMALLDELTA in the STAAD analysis engine has been updated to ensure that it is possible to use models defined which include MEMBER TENSION commands.
A)07 The ACI 318 batch design has been updated to correct use of the RHOMN parameter when applied to plate elements.
A)08 The PDELTA SMALL DELTA analysis has been updated to ensure that small residual moments are not generated at the ends of members with releases defined.
A)09 The introduction of the FLOOR LOAD with a ONE WAY setting addresses a number of major limitations in the AREA command and is recommended to be used instead. If the AREA LOAD command is used, the analysis engine now reports a warning and the recommendation that the FLOOR LOAD command be used.
A)10 The IS800:2007 steel design code check has been updated such that the interaction checks, clause 220.127.116.11.2 are performed with the effective lateral torsional buckling length taken as LX multiplied by the effective length factor KX.
A)11 The ACI 318 concrete beam design has been updated to ensure that when the maximum spacing determines the reinforcement requirements, those are correctly included.
A)12 The analysis engine has been updated to allow the use of non standard sections in a User Provided Table (UPT) with spaces in the name, by enclosing the name in speech marks thus "UPT name".
A)13 The IS:13920 concrete column design routines have been improved to ensure that shear force calculations and the output messages are correct.
B)01 The GUI has been updated to ensure that when the menu item "Commands->Analysis->Non-Linear Analysis" is selected, the parameters are written to the data file in the correct format as per AD.2007-05.1.1 Nonlinear Analysis
B)02 The GUI has been updated to allow hydrostatic loading on plates to be assigned when the W2 value is defined as 0.0.
B)03 The GUI has been updated to handle element partial pressure loads so that all 4 of corner pressures are processed correctly.
B)04 The GUI has been updated to allow the Member Release Edit cursor to redefine the releases at the end of a member.
B)05 The GUI has been updated to ensure that defined trapezoidal loading is maintained when members are manipulated using the copy and paste commands.
B)06 The GUI has been updated to ensure that a PLATE MAT command that has been used in conjunction with multi-linear springs is saved in the data file correctly.
B)07 The GUI has been updated to ensure that it processes a member design command GROUP SZ without closing the application.
B)08 The Surface object query dialog box has been updated to ensure that it displays the correct sequence of node numbers.
B)09 The GUI has been updated to ensure that when using the menu item "Commands-->Analysis-->Non-Linear Analysis..." the data is written correctly into the data file.
B)10 The GUI has been updated to ensure that any comments in the Wind Type Definition dialog is saved into the STTAAD data file.
B)11 The GUI has been updated to ensure that sections defined as Japanese T sections are not saved back by the GUI as H sections.
B)12 The Member Query Dialog display of the deflection diagram has been updated to trap possible singularities in very rare situations where the values processed are exactly symmetrical.
B)13 The GUI has been updated to maintain the current pan and zoom setting on the main structure window when changing to a different page.
B)14 The file processing routine has been updated so that when reading a STAAD file from a URL which contains dots, if there are errors, the error file is correctly named, and may be saved.
B)15 The GUI has been updated to handle situations where the user’s system configuration for toolbar settings has become corrupted and allows a safe exit from the program.
B)16 The GUI has been enhanced to add more undo operations such as deleting load cases from the Loading Dialog.
B)17 The GUI has been updated to ensure that the assignment of temperature loading on 3D brick or solid objects gets saved into the data file.
C)01 The intermediate member results of models analysed with a Direct Analysis method and reported in the Post Processing Mode has been improved.
C)02 The functions used for calculating the forces at specific locations on finite elements as used by the cut line routine have been updated to correctly account for any defined material shear modulus.
C)03 The data displayed in the Member Query dialog for a design to the Eurocode EC3 has been updated so that it correctly shows the design data and results.
C)04 The Post Processing Mode has been updated to provide a warning with regard to the intermediate results along the length of a member when analysed using the DIRECT ANALYSIS method as it is only the ends of the members that report the full second order effects. The intermediate results use the simplified first order theory and thus where a more accurate result is required at an intermediate location, a node should be introduced.
C)05 The post processing mode has been updated to ensure that it is able to display all mode shapes calculated by the analysis engine and reported in the output file.
C)06 The GUI display of reactions has been updated to ensure that if the units are changed from the "View>Options>Force Units", if the reactions are currently displayed, they are updated immediately.
C)07 The GUI has been updated such that the units of member forces are saved along with the user profile information so that when a file is opened, it uses that information rather than the Force Unit defined in the model.
C)08 The post processing routine that allows the structure to be coloured based on its design status has been updated to ensure that the colour setting of a 'Not Designed' member is retained.
C)09 The post processing graph of a steady state analysis has been updated to ensure that if the option to export the data to a text file is selected, all the data after the maxima is exported correctly.
E)01 The RC Designer module has been updated to better handle the addition of members to a design group.
F)01 The RAM Connection mode has been redesigned which has addressed issues which previously prevented a number of beam girder connections or smart bracing connections from being designed.
F)02 The new RAM Connection interface has ensured that Beam-Girder connections can now be created.
F)03 The RAM Connection Mode has been updated to better handle beam splice connections for both basic and smart connections.
F)04 The RAM Connection design mode has been enhanced such that if a connection is modified in the RAM Connection dialog, those changes are retained allowing the connection to be closed and re-opened and re-edited with the original modifications still available.
K)01 The user report output of the plate centre stress table when set to "Grouping for Load Tables" by load case and "Grouping for Results Table" by load case has been realigned so that the data aligns correctly with the column headers.
L)01 The installation has been updated to ensure that the L)01 The installation has been updated to ensure that the default location is the main Windows drive rather than the folder with the maximum usable space.
A)01 The analysis engine has been updated to correct the stresses reported on solid elements in models with spectrum load cases defined.
A)02 The analysis engine has been updated to calculate the section properties of tapered I sections with the web defined with zero thickness.
A)03 The analysis engine has been updated to ensure that wind load generation on leeward faces of buildings using the ASCE 7 code are now calculated using an interpolated Cp value.
A)04 The analysis engine has been updated to ensure that moment loads applied to tapered members in metric units are correctly accounted for.
A)05 The analysis engine has been updated to handle data files where notional load data is separated over multiple lines using the hyphen as the line continuation character.
A)06 The analysis of load cases defined with REPEAT LOADS including Notional Loads has been updated to ensure that all the notional loads components are included.
A)07 The analysis engine has been updated to ensure that the correct units are used when a wind load case is defined before a response spectrum load case.
A)08 The analysis engine has been updated to support the definition of profile points and stress locations in external UPT General Section profiles.
A)09 The engine has added a guidance note to suggest using PDELTA KG for mildly non-linear situations, but PDELTA 30 or NONLINEAR analysis if the model is strongly non-linear. Additionally for models defined by a single member, a PDELTA KG analysis, if defined, will be changed to the more appropriate PDELTA 30 SMALLDELTA solution.
A)10 The analysis engine has been updated to support the reporting of 2D orthotropic materials defined in a STAAD model.
A)11 The Canadian steel design module S16-01 has been revised to improve the method for calcuating the major axis moment MRZ. Note this modification was introduced in STAAD.Pro V8i Build 05 20.07.05, but was not documented.
A)12 An additional SET command has been added to turn off the tau-b details in the output file when running a Direct Analysis.
A)13 The PDELTA, Direct Analysis and Buckling analysis engines have been updated to include both member strain and temperature effects in the Kg matrix.
A)14 The PDELTA analysis has been modified to ensure that the final member loads include the PDELTA forces.
A)15 The basic solver has been updated to improve the calculation of notional loads.
A)16 The message reported by the analysis engine for incorrectly defined GROUP definitions has been revised.
A)17 The floor load generation routine in the analysis engine has been updated to ensure that members that are defined as inactive or have US joist properties are not included in the list of members to form the boundaries of a floor.
A)18 The analysis engine has been modified to improve the member sectional displacement results reported by very small displacements (<0.001mm).
A)19 The analysis engine has been updated to correctly calculate floor loading when considering INACTIVE or JOIST members. A)20 The analysis engine has been updated to remove an erroneous warning message generated when using the PERFORM DIRECT ANALYSIS with a SELECT command.
A)21 The analysis engine has been updated to ensure that if a structure is defined with members marked as INACTIVE/TENSION ONLY/COMPRESSION ONLY and there are multiple load cases specified with a DIRECT ANALYSIS, then the members will now maintain it’s active or inactive state for all load cases, not just the first load case.
A)22 The analysis engine has been updated to ensure that multiple SNiP II 7 81 spectrum definitions are accounted for correctly in a model.
A)23 The analysis engine has been updated to address problems associated with a second order analyses that incorporate the stress stiffening Kg matrix. When the diagonals of the K+Kg matrix are negative which would result in non-sensible results, now the element Kg matrix is modified to ensure that the diagonals of the K+Kg remain positive.
A)24 Modal weight, modal mass x g, added to the output of a modal analysis.
A)25 The Direct Analysis solution has been updated so that it the default will be that it will attempt to run 20 iterations rather 7 that was the earlier default.
A)26 The Direct Analysis routines have been improved to ensure that all the results are shown based on the reduced value of EI.
A)27 The Direct Analysis routines have been improved to report a more accurate support reaction.
A)28 The Pushover analysis has been enhanced to ensure that if the input includes a LDSTEP of less than 4 a warning is reported in the output and additionally the incremental push load calculation has been enhanced.
A)29 The production of the *.TIM file by the analysis engine has been updated to ensure that the values written to the file after the peak value are correct.
A)30 The AISC LRFD code was updated in build 20.07.05 to correct the calculation of Cb, but not documented in the release report.
A)31 The AISC steel design code has been updated to ensure that models defined in metric units, the deflection check uses the results in the correct units.
A)32 The AISC 360-05 has been updated to handle models defined with the SET Z UP option.
A)33 The AISC 360:05 steel design module has been updated to correctly support the GROUP command and ensure the deflection checks match those from the AISC 9th Edition.
A)34 The AISC 360:05 design module has been updated to ensure that channel sections with non-compact flanges are not checked to clauses F6-3 and F6-4.
A)35 The AISC 360-05 design code for HSS sections has been updated to correctly classify sections as per table B4.1.
A)36 The AISC 360-05 design has been updated for HSS sections bending about their minor axis and reverse the width and height dimensions according to the direction of bending.
A)37 The AISC 360-05 steel design has been updated to improve the calculation of Mn in clause F4.8 for non compact sections.
A)38 The AISC 360-05 design module has been updated to correctly display the code checks performed for members in axial tension that have failed in slenderness.
A)39 The AISC 360-05 design module has been enhanced so that it can design user defined I sections.
A)40 The AISC ASD design module has been updated to correctly account for closely spaced holes defined in the web.
A)41 The AISC 360-05 and IS800:2007 design modules have been updated to allow the automatic member selection command to run.
A)42 The IS800:2007 design code check has been updated to ensure that the worse slenderness ratio is reported, not just that from the first load case.
A)43 The IS800:2007 steel design module TRACK 2.0 output has been updated such that the section number now includes the sub section number to signify whether the condition checked is for combined tension and bending or compression and bending.
A)44 The IS800:2007 steel design module has been updated such that the calculations for bending capacity use the absolute value of shear force rather than a signed value of shear force.
A)45 The IS800:2007 steel design module has been updated such that the design for laterally unrestrained members will now limit the bending capacity by the lower of the moment capacity defined in clause 8.2.1 and the lateral torsional moment in clause 8.2.2. Under high shear, the capacity due to 8.2.1 may govern.
A)46 The IS 800:2007 design module has been enhanced to support the design of welded plate sections.
A)47 The IS800:2007 steel design code has been updated to now use the section classification determined by the loading in each load case. As the IS800:2007 specification of r1 and r2 is incomplete, the definition in BS5950-1:2000 is used instead.
A)48 The IS 800:2007 steel design module has been enhanced with a check for irreversible deformation under serviceability loading, according to clause 18.104.22.168. The clause provides limits for simply supported beams, cantilevers and general beams. A member being checked will use the setting of the CAN parameter, 0=general, 1=cantilever, 2=simply supported. Note that the limits published in the IS code are incorrect and those defined in BS5950-1:2000, clause 22.214.171.124 are used instead.
A)49 The IS800:2007 design module has been enhanced to ensure that the LX parameter can be used as well as the KX parameter.
A)50 The IS800:2007 steel design module has been updated to ensure that a section that is limited by clause 6.3 is reported as such.
A)51 The IS800:2007 steel design module has been updated to ensure that the correct load case is reported when the load case numbers are not sequential.
A)52 The IS800:2007 steel design module for channel sections has been updated to ensure that the correct plastic properties of channel sections are reported.
A)53 The IS800:2007 design module has been updated to allow the use of a FYLD parameter to set the yield strength for the steel.
A)54 The IS800:2007 design code has been updated to support the design of tapered I sections.
A)55 The IS800:2007 steel design code has been updated to produce a more compact result in the output file which reduces the amount of printout generated for larger models.
A)56 The IS801 cold formed steel design module has been updated to improve the compression checks.
A)57 The IS13920 concrete design module has been updated to correctly account for a COMBINED command in the input file.
A)58 The IS 1893 response spectrum analysis has been updated to correctly account for story heights in the story drift calculations.
A)59 The IS456 column design routine has been updated to ensure that if it is in tension, it does not check the bracing conditions which are not required.
A)60 The BS5950 steel design code check has improved the SELECTION routine for channel sections such that sections that would pass a code check are also correctly identified and may be selected by a SELECTION routine.
A)61 The BS 5950:2000 design module has been updated for the design of plated wide flange shapes. These sections are now considered as wide flange shapes with flanges of an equivalent shape and section B.2.4 is used to calculate the equivalent slenderness.
A)62 The Eurocode 3 design module, EN version, has been updated to ensure that when the routine that performs the check for axial load and bending is correctly initialised when running a select process.
A)63 The Eurocode 3 design has been updated to ensure that class 4 sections are correctly initialised.
A)64 The EN version of Eurocode 3 has been updated such that pipe sections are allocated a LTB capacity based on the full moment capacity of the section for its section class. This capacity is then used in the combined bending and compression checks.
A)65 The Eurocode 3 steel design module has been updated such that for CHS sections with combined axial load and bending now checks that if the axial load/capacity exceeds unity, the check would result in a divide by zero which is now trapped.
A)66 The Eurocode 3 steel design has been updated to ensure that there is consistency in the reported governing criteria if two load cases report the same utilisation, that from the first load case.
A)67 The Eurocode 3 steel design module has been updated to correctly calculate the eccentricity of class 4 angle sections.
A)68 The Eurocode 3 design has been updated such that while working out the interaction factors for the combined bending + axial load case as per Annex B (Cl 6.3.3), the K factor for lateral torsional buckling( kzy) is being taken as the minimum of (kzy from table B.2 & kzy from table B.1). Now if the section under consideration is susceptible to torsional buckling kzy is from table B.2 and not the minimum value.
A)69 The Eurocode 3 design module has been enhanced with a new parameter called 'ZG' which the user can use to specify the relative distance to the shear centre at which the load is to be applied. By default, ZG = +Depth of section/2 ( except T Sections, where:- ZG= +Flange thickness/2 by default) if the parameter has not been specified.
A)70 The AS100 steel design module has been updated such that the ALB parameter which has a default value of 0.0 will now calculate ALPHA_B according to table 6.3.3(1) and 6.3.3(2). Before if not set, the calculations would work with ALPHA_B = 0.0.
A)71 The AS4100 steel design code has been updated such that the factor Alpha_M is now automatically calculated to clause 126.96.36.199 unless specifically defined using the parameter ALM.
A)72 The AS3600 concrete design module has been enhanced such that if the required Ast> max Ast, a suitable warning message is reported in the output.
A)73 The AIJ concrete design module has been updated to correct the displayed percentage of steel in beam designs.
A)74 The NPD design module has been updated to ensure that prismatic sections being checked are correctly aligned and reported as not so.
A)75 The SABS0162 steel design code has been updated to ensure that the shear capacities are correctly calculated and not shown as zero leading to an overall utilization of infinity.
A)76 The DIN 18800 steel design module has been updated with a check to flag a warning if the steel is defined with a strength of less than 10N/mm2 or greater than 1000N/mm2.
A)77 The S16-01 steel design code has been updated to correct the factored moment resistance MRZ to include section clause 13.6.
A)78 The N690-1994 code has been updated so that the correct equation number is included in the code check.
A)79 The ASCE 10-97 transmission tower design code has been updated to correct the axial load segment of the calculation of equation 3.12.-2
A)80 The ASCE-7-05 wind loading calculations has corrected a factor 0.05 used in equation 12.8-6, which should be 0.5 and equation 12.8-5 has been updated according to supplement #2.
A)81 The API code check has been updated to ensure that members identified as chords with 6 figures are processed correctly.
A)82 The analysis output file has been enhanced when the optional parameters PRINT STATICS CHECK or PRINT STATICS LOAD have been used with an analysis command such that now if there is significicant load applied in a global direction (greater than 1.0e-8 kips) then an equivalent 'centre of force' is reported for that direction.
A)83 The ASCE 7 wind load engine has been updated such that the earlier lower limit of 10 lb/ft2 on individual faces has been removed. As a number of wind loading conditions can be created in the model, it is important that the loading is checked to ensure that the minimum conditions are met as this cannot be done automatically by STAAD.Pro. This makes the wind load generator more accurate, while still allowing to option override the pressures as desired, once they are generated. For example, it is possible to create to wind cases and interpret the 10 psf minimum to be split 50%/50% between the windward and leeward faces.
A)84 The ASCE 7 wind load module has been updated such that the equation p = qz G Cp – qh (GCpi) which was implemented as p = qz G Cp + qh (GCpi) so that both +ve and –ve values of the term GCpi for each face and therefore would be able to figure out the worst effect on each face. Whereas this is fine for getting the worst effect on each face individually, when it comes to the structure as a whole, it leads to very conservative results when the windward and leeward effects are considered together. The equation is now set to p = qz G Cp – qh (GCpi) so that when an internal suction pressure on the leeward side can now be correctly combined with a positive external pressure on the winward side.
A)85 The IS800:2007 steel design module routines have been restructured to greatly reduce the time taken to perform the designs.
A)86 The Canadian concrete design was enhanced to ensure that when designing stirrups the spacing does not violate clause 188.8.131.52. This update was introduced in STAAD.Pro V8i Build 05 but was not documented.
A)87 The analysis engine has been updated to ensure that it correctly handles Response Spectra defined using the EC8, 1996 specification.
B)01 The Indian standard sections have been updated to the IS808-1989 code. For legacy files, this can be switched back to the older sections by selecting the option in the Configuration dialog box which is accessed on the Start Page.
B)02 The steel section databases have been updated with a new Russian ASChM database and a cold formed GOST database with pipe sections.
B)03 The GUI has been updated to ensure that if an IS1893 seismic block is defined and includes depth of foundation below ground, the data is written out correctly.
B)04 The GUI has been updated to ensure that sections from the Australian Cold Formed database can be assigned graphically.
B)05 The GUI has been updated to allow South Korean H and I shapes to be selected in a steel design. Previously defined South Korean sections could only be checked for code compliance.
B)06 The GUI has updated an issue which prevented various meshing routines defined in the Parametric Models page from creating finite element meshes.
B)07 The seismic parameter dialog box in the GUI has been updated to allow the dialog to use alternative text when modified with a suitable language pack.
B)08 The GUI has been updated to allow Reference Load Cases to include FLOOR LOAD commands.
B)09 The seismic load generation dialog for the NRC 2005 code has been updated to remove the superfluous Accidental Load option.
B)10 The GUI has been updated to ensure that the Turkish seismic load commands are added correctly when the seismic weights are defined in a Reference Load Case rather than primary Load Case.
B)11 The GUI has been updated to ensure that if an IBC 2006 load definition is created, it can be added to a load case as a valid item.
B)12 The US aluminium database has been updated with 3 new wide flange sections.
B)13 The GUI has been enhanced to ensure that beams that are divided with the GUI tools apply material property to all new segments.
B)14 The GUI has been enhanced to ensure that when materials are assigned to members then if the combination of material and property does not current exist, it is added to the Properties dialog box.
B)15 The GUI has been updated to include the CMY and CMZ design parameters for the ASCE 10-97 transmission design code.
B)16 The ASCE 10-97 transmission tower design code parameters in the GUI have been updated and the parameters UNL and UNF which are not used have been removed.
B)17 The ASCE 10-97 transmission tower design code parameters in the GUI have been updated and the parameters UNT and UNB defined in the manual have been added.
B)18 The GUI has been updated to include the AISC 360-05 steel design parameters BEAM and TRACK 2.0 as per the manual.
B)19 The GUI has been updated to allow the AS 4100 steel design code to assign values of 0, 1 or 2 to the MAIN parameter for slenderness checks.
B)20 The GUI has been updated to ensure that PRINT commands assigned to named groups are maintained.
B)21 The GUI has been updated to process a file that has a poorly constructed ELEMENT RELEASE command spread over a number of lines but does not have the line continuation character on lines that are to be continued on the following line.
B)22 The GUI has been updated to ensure that when a PERFORM DIRECT ANALYSIS command is added with a PRINT option, the data is correctly formatted in the input file.
B)23 The GUI has been updated to ensure that Geometric non linear analysis commands are correctly saved into the data file without exceeding the line length limit.
B)24 The GUI has been updated to ensure that releases defined on physical members are displayed.
B)25 The GUI has been updated to ensure that if primary load cases are added which a load case number greater than any defined combination numbers, the primary loads are still written before the load combinations data. (Note this was fixed in build 20.07.05, but not documented)
B)26 The reading/writing of the P-Delta analysis option by the GUI has been updated to correctly reflect the command structure and operation of the command by the analysis engine.
B)27 A set of Russian load combinations have been added for the Automatic Load Combination generator. B)28 The handleing of BETA angles that have not been assigned to members has been modified.
C)01 The Pushover analysis has been updated to ensure that the results of the loads for a given load step display the appropriate base shear.
C)02 The post processing mode has been updated to ensure that the corner stresses of sections defined from the aluminium channel table are correctly displayed.
C)03 When a non linear analysis has been performed, the post-processing Beam Force Detail table now shows the section forces which include the secondary force effects. Note that this may not exactly match the results displayed in a member query dialog, even with the include secondary effect option there as the member query dialog can only iterate a single time to account for the secondary effect, where as the table reports the data from the analysis engine which will have iterated until convergence.
C)04 The GUI has been updated to better display the displacement of members with offsets.
E)01 The RC design module has been updated to ensure that the legends for slab designs are consistent with the displayed diagram.
E)02 The RC Designer module has been enhanced to ensure that when returning to it to check a design that originally had a slab defined checks that the slab still exists first.
E)03 The RC Designer module has been enhanced such that when a suitable Russian language pack is applied, the correct Russian characters are displayed.
E)04 The ACI design in the RC Design module has been updated such that the printout code for the biaxial moments on a column, both the nomenclature for the capacities and moments, and the printed values were incorrect. However, the Pass/Fail ratios were correct however. This is now changed to use the correct terms and to show the capacities and moments in the correct units. The value of Phi used is also added to the printout.
E)05 The ACI column design in the RC Design module has been updated to account for when there is axial compression, but no applied moment about either axis.
E)06 The RC Design module for Eurocode 2 has been updated such that the spacing between main bars was being checked to ensure it was not greater than 150 mm, as this is largest distance that a longitudinal bar is allowed to be from a restrained bar. This wrongly assumes that the bar being checked is not itself restrained. In fact it is perfectly permissible to have bars at greater spacing as long as they are all restrained by shear links. The program correctly does this, so the check from both rectangular and circular columns has been removed.
E)07 The RC Designer Module has been updated such that load cases that have been defined with dynamic loading are identified and columns are designed with the reported force as an envelope (i.e. both positive and negative)
E)08 The RC Design module has updated the BS8110 Beam Brief dialog to ensure that when opening an exisiting brief, if the option to use enhanced shear was set, then that option is maintained.
E)09 The RC Designer module has been updated to allow the reinforcement layout to be exported to ProConcrete. In the Concrete Member Mode, after completing a design, select the menu Groups>Export Group for Detailing. The members of the group can be selected and a file produced which can be read by ProConcrete.
G)01 The Advanced Slab Design mode has been updated to only support an integrated link to RAM Concept and the previous link to ADAPT has been removed.
H)01 The piping mode load generator has been enhanced to ensure that if a connection is made to a support that has no loading, no blank load command is produced when the STAAD loads are created.
I)01 The Editor has been updated with additional recognised commands.
J)01 The macro 'Export Model to AutoPIPE' which is included in the installation has been updated to better transfer user defined angle sections, the beam angle of user defined unequal angles and dimension data for drawing 3D sections in AutoPIPE.
J)02 The macro 'Export Model to AutoPIPE' which is included in the installation has been updated with the following 9 changes:-
J)03 The OpenSTAAD Result object AreResultsAvailable has been updated to return the correct response based on the status of the associated STAAD file.
J)04 The macro 'Export Model to AutoPIPE' which is included in the installation has been updated to allow beta angles with fractions of a degree to be exported.
K)01 The user report has been updated to display the section properties for double wide flange sections.
K)02 The user report has been updated to ensure that the definition of the design property for WT sections is listed as the cut section, not the base section from which it has been cut.
L)01 The previous installation did not include the .NET 3.5 SP1 which meant that if a workstation did not have this installed, the DXF import routine for the grid tool would fail to work.
L)02 The limit of model size when working with STAAD.Pro using a trial license has been removed.
1) The analysis engine has been updated to ensure that members that have PRINT commands allocated are handled even if they also have INACTIVE, DELETE or IGNORE assigned.
2) The analysis engine has been modified to account for files where member loading definitions have not been completed correctly.
3) The analysis engine has been updated to ensure that the command PRINT LOAD DATA includes all load data for element joints in the output file.
4) The analysis engine has been modified such that the clean up routines do not cause an application error with certain files including the MAIN parameter.
5) The routine to check for co-planar status of 4 noded elements has been improved in the engine to match the method used in the GUI.
6) The IBC 2003 module has been updated to provide a correct value for CT when not specified, based on the other entered data.
7) The AISC ASD design module has been improved for the design of tubes and HSS sections in reverse curvature. It has been updated to correct the sign of M1/M2 in equation F3-2
8) The AISC ASD design module for angles has been improved to handle those with AXIS set to 2.
9) The AISC 360-05 steel design code check for combined torsion+shear+flexture using the ASD setting has been improved. It has been updated to use Mrz / Mcz + Mry / Mcy
10) The AISC 360-05 steel design module has been updated to ensure that deflection checks are performed correctly even if the parameters DJ1, DJ2 and DFF have not been specifically assigned to the members (i.e. Use the default values).
11) The AISC 360-05 design module has been improved to better handle members with a TRACK 2 output option.
12) The EC3 steel design module has corrected the deflection check performed with a TRACK 4 setting.
13) The EC3 steel design module has corrected checks performed with axial tension and bending which previously the axial load (compression) check 184.108.40.206 was being done along with axial load + bending checks (6.2.9).
14) The EN version of the EC3 steel design, EC3 BS, has been improved to inform users that attempt to design prismatic rectangular sections, that this is not a suitable section profile to be designed with this module.
15) The BS5950 steel design module has been improved for double angle sections. If MAIN 0 has been specified and lamda_C > 0 then the ratio reported would be lambda_C/50. However, the Lamda_C limit of 50 is applicable only for double angles, double channels, double T sections or battened struts. Hence a check has also been added to check the section type (only double anlges for now, as we do not design the others). So only double angles would be checked against a Lamda_C limit of 50.
16) The S16-01 steel design code has been updated to ensure that for laterally unbraced members, they are additionally checked according to section 13.6.
17) The ASCE 10-97 transmission design module has been updated to ensure that sections such as HSS profiles, which are not covered by the design code, are not checked as though they were a section covered by the code.
18) The design of cold formed steel sections to the Indian IS 801 code have improved the calculations of compression capacity and torsional flexural buckling stress.
19) The AITC timber design module has been updated to handle sections that have been assigned the TRUSS parameter.
20) The AITC timber design module has been enhanced to allow member groups to be designed as in the steel design modules.
21) The ACI concrete design module has been updated to display both CLT and CLB in the output file.
22) The Indian concrete design module IS 456-2000 has been updated to include a check on the clear cover such that only sensible values of CLEAR are allowed.
23) The design module for the Canadian concrete code has been updated to ensure that the spacing of stirrups correctly checks for the requirements of sections 220.127.116.11.
24) The design module for the Canadian steel code has been updated to ensure that section class is reported when the TRACK 2 output is requested.
25) The direct analysis alogithm has been updated to check for additional instabilities in the stiffness matrix during the iteration process.
26) The AISC N690-1994 code has been added.
1) The GUI has been updated to correctly display releases that have been assigned to physical members.
2) An option has been added to the configure dialog that allows users to turn off the warning regarding opening files on network drives that can have serious performance issues as STAAD.Pro is designed to access files during analysis.
3) The rouge menu item 'Run Technip Pipe Rack' has removed from the GUI.
4) Unit displays for alpha, the coefficient of thermal expansion have been modified to remove the @ symbol.
5) The Pre Processing menu item Commands>Miscellaneous>Check Soft Story has been updated to include the fact that it is for the IS 1893 code.
6) The AISC steel database has been enhanced with a number of additional wide flange sections.
7) The AISC tube section database has been updated to remove the duplicated section TUB90703.
8) The Indian steel database of Tee sections has been updated with new torsion IX values.
9) The South African steel section database has been updated with revised values of IY for the PG sections.
10) The timber databases have been updated to ensure that the correct E values are used by the analysis engine.
11) The GUI has been updated to ensure that if an ASCE 7 wind load is defined, then any other subsequent wind loads can also be accessed in the GUI.
12) The GUI has been updated to ensure that if a Direct Analysis command is added, then the command line is continued in the normal fashion if it exceeds the normal line length.
13) The GUI has updated the seismic parameters order grouping all the IBC codes for easier reference.
14) The GUI has been updated to change the specification dialog box from 'Cracked Section Property' to a more appropriate description of 'Property Reduction Factors'
15) The steel design details for BS 5950:2000 in the GUI has been updated to provide a clearer description of the ESTIFF parameter.
16) The GUI has been updated to correctly generate AIJ concrete commands for the FYMAIN and FYSEC parameters
17) The GUI has been updated to ensure that when defining a GROUP command, setting a group criteria such as AX, then this option is correctly assigned to the command.
18) Entities selected using the geometry selection cursor and then deleted are now removed from the entity list used in STD command files.
19) The GUI has been enhanced to check the integrity of parametric model data blocks to ensure that incomplete or damaged blocks can be suitably handeled.
20) The Start Page has been updated to support non ANSI character sets when translated
21) The GUI has been updated to ensure that when a member is split by introducing a joint along its length, any member conectrated load defined in a refernce load case is assigned to the correct distance of a the new member segement if appropriate.
22) The CIS/2 Import has improved the beta angle and material definition of members that are imported. 23) The Chinese steel database has been updated to GB/T 11263-2005.
1) The Post Processing module has been updated to handle files with both primary and combination load cases such that if an aditional primary load case is added then it is not necessary to reload the file after running the analysis.
2) The Post Processing display of steel design results has been updated to provide a better banding of results.
1) The steel designer mode has been updated to ensure that the program does not crash when selecting the menu item Member Design>Update Properties.
1) The RC Designer module has updated the ACI 318-05 slab design brief to allow for smaller minimum cover of 0.75 inch and minimum aggregate size of 0.25 inch.
2) The design of a slab in the RC Designer module using the ACI 318-05 code, the label used for the scale on the contour drawing of Required Steel was shown as mm˛/m, while it is actually showing values in in˛/in. The scale now displays the correct units.
3) The RC Designer module has been updated to ensure that basic span/depth ratio limits are recalculated as the selected support types are changed.
4) The RC Desiner module slab designs sections have been updated so that the first slab result line is un-constrained.
5) The MS Word export function in the RC Designer module has been updated to ensure that any pictures included in the report are also exported.
6) The ACI 318-05 module in the RC Designer has been improved the calculation of the basic length-to-thickness ratio of a span based on the support conditions at the span ends. Previously it only correctly identified the cases of cantilever and one-end continuous (as defined in Table 9.5(a) of the Standard), it did not consider a built in span end as continuous if there was not a span adjacent to it preventing rotation. This is now been changed to consider whatever the engineer has selected as the support condition in the supports table.
7) The RC Designer has improved the method used to locate language resources.
1) The RAM Connection module has been updated to improve the ability to create bracing connections.
1) The SectionDBManager application has been updated to remove the UserDefined Sections database which is currently not supported by STAAD.Pro.
2) DESCON is no longer supported by STAAD.Pro V8i. Note that it is recommended to use RAM Connection instead.
3) The values of IY and IZ for sections imported from a SectionWizard export which were reversed have been corrected.
4) The SectionWizard module Equivalent Section has been updated to ensure that it can use a valid license when available.
5) The Editor has been enhanced to prevent crashing when closing after using the syntax check command from the tools menu.
1) The OpenSTAAD results object has corrected the return data for the function GetNextLoadCase.
2) The OpenSTAAD results object has corrected the return data for the function GetFirstLoadCase.
1) The User Report has been updated to ensure that Mode Shapes and Mode Frequencies can be included.
2) The user report for AISC designs TRACK 0 has improved the reference information for the section profile.
1) The installation has been updated to prevent warning messages being reported 1) The installation has been updated to prevent warning messages being reported when installed on a Japanese OS workstation.
1) The summary of applied forces and reactions in the output file for a Direct Analysis has been improved.
2) The analysis engine has been updated to improve processing the name of member groups when used in the design checks
3) The EC3 design code check has improved the calculation of the xLT factor used in the calculation of Mb,RD
4) The effective length calculations for models defined with SET Z UP have been corrected for the DIN, EC3 DD and BS versions, BS5950 and NEN steel design code checks.
5) The NS 3472 steel design code check has been updated to improve the calculations for circular hollow (pipe) sections.
6) The AISC 360-05 design code check has improved the shear check calculation of Cv.
7) The detailed output from an AISC 360-05 steel code check now ensures that the same classification used in the design is reported. On occasion a compact section was reported as slender, although it was correctly designed as compact.
8) The DIN 18800 code checking module has been improved. Clause 2/123 specifies that if the shape factor (alpha) > 1.25, the moment capacity should be reduced by a factor of 1.25/alpha. However this was being done only for bending about the Y-axis. A check for the shape factor and corresponding reduction factor calculation has been added. Additionally, the shear capacity calculation has been revised to include (2/pi) factor for pipe sections.
9) The AISC 360-05 design code checking for deflection has been corrected.
10) The analysis of structures that included tapered members and the SET Z UP specification was improved in the last build of STAAD.Pro 2007, but not reported in the revision history.
11) The buckling analysis using the advanced solver has addressed an issue which resulted in the buckling factor being computed as 1.0 lower than the actual.
12) The South African steel design code check, SABS 0162, has been updated to correct the axial compression capacity calculation.
13) The Canadian seismic load generator has been updated to ensure that the correct base shear is calculated.
14) The analysis engine has been updated to include an error message if any temperature loading is assigned to curved beams
15) The BS 5950:2000 design code check has been improved for wide flange sections with cover plates to ensure that the U_LT and V_LT are not set to 0 on a second check.
16) The EC3 design code check has improved the calculations of shear areas of built up sections.
17) The AS3600 design has been updated to include a warning message in the event of the required Ast> max Ast.
18) The IS:456-2000 design of columns has been updated to include the minimum eccentricity as defined in clause 25.4
19) The BS 5950:2000 design code check for tension members has been updated to include checking the ratio of applied moment over appropriate capacity for each axis as well as for the combined moment check as defined in clause 18.104.22.168
20) The AISC ASD design code check has improved the calculation shear areas for HSST tube sections.
21) The analysis engine has updated the processing of the PRESSURE parameter when applied to a curved member.
22) The analysis engine has been updated such that when performing multiple analyses on a model. The shear modulus is maintained for each performed analysis.
23) The calculation of Ss and S1 values for the IBC 2006 seismic parameters based on a zip code or longitude and latitude have been updated.
24) The Canadian design code S16-01 has been updated to support the design of database HSS sections.
25) The ASIC 360-05 design code check has improved the torsion capacity checks.
26) The BS5950:2000 design code check has been updated to ensure that the value of slenderness reported for a section in tension is zero, rather than the value of the previously checked section. As slenderness is not checked for members in tension, this is only a reporting issue.
27) The BS 5950:2000 design code deflection check has been updated to account for occasions when both 1990 and 200 checks are included in a model.
28) The analysis engine has been updated to include a check to ensure that the member numbers are within the allowable limit.
29) The track 2 output options taper I sections designed to BS5950:2000 has been updated.
30) The DIN 18800 steel design code check now correctly sets the slenderness when the SET Z UP option is specified.
31) The BS5950:2000 moment capacity checks have been updated to include any reduction that may result from clause 22.214.171.124 which limits this to 1.5*py*Z
32) The output from a Chinese steel design has been updated to include the version of the checks that have been performed.
33) The BS 5950 design code check has been updated to ensure that only sections defined as double angle will be limited by lambda_c of 30.
34) The analysis engine has improved the method used for calculating the minor axis moment for tapered wide flange sections.
35) The IS456 concrete design code has been updated to ensure that the representation of cantilever beams include the details of the mid span reinforcement design.
36) The moment capacity checks for sections with 'ST' or 'RA' angle specification have been updated so that only the corresponding major axis moments will be used for LTB calculations.
37) The data displayed in the output file has been updated such that when the material properties are printed, if not set, the default values are displayed. This was addressed in STAAD.Pro 2006
38) The analysis engine has been updated to remove any cable pre-tensions or temperature loads that have been assigned but are no longer appropriate if during the analysis of the load case, the cable becomes inactive (i.e. defined as TENSION, but becomes compressive). Modification added to STAAD.Pro 2006
39) The display of section modulii for the NS3472 steel design code check TRACK 9 output have been corrected.
40) The engine has been updated to ensure that the method used for establishing floors is consistent within the program, i.e. using the same tolerances throughout and correctly defines loading on beams defined with a FLOOR command in a reference load case.
41) The AISC 360-05 steel design code check has updated the method for identifying members in tension such that the status is now defined based on the status of the axial force at the centre of the beam.
42) The AISC 360-05 member selection deflection checking routine has been updated such that the estimated deflection for a new section is modified in proportion to the new moment of inertia about both major and minor axes rather than simply the major axis as was done previously.
43) The ASIC 360-05 design code compression capacity check for single angle sections has been improved.
44) The IBC 2003 accidental torsion load calculation routines have been improved.
1) The GUI has been updated to ensure that incorrectly specified IBC commands are reported and removed if not corrected.
2) The GUI has been updated to allow the definition of member weights to IBC load cases.
3) The command that allows members to be renumbered has been updated to ensure that member lists defined in a selfweight command also get updated.
4) The GUI has been updated to ensure that the Member Query dialog displayed the correct value of web thickness of channel sections.
5) The GUI has been updated to ensure that it correctly saves the data defined in a CABLE ANALYSIS command.
6) Minor update to description of seismic load factor option in the loading items dialog.
7) The GUI has been updated to correctly add the commands for holes defined in a parametric mesh definition.
8) The grid tool has improved the handling of importing DXF files.
9) The GUI has update the orientation of Z shapes to correctly display them based on their principal axes rather than geometric axes.
10) The member query dialog box has been updated to ensure that it displays the correct values for Indian T shaped sections.
11) The Canadian timber section database has been updated with corrected SY values.
12) The GUI has been updated to ensure that the user is informed that the move option is not available if objects have been selected using the Geometry cursor rather than the node, beam, plate or solid cursor.
13) The GUI display of small loads has been updated to ensure that arrow heads are included in the printout of diagrams with small loads.
14) The GUI has been updated to inform users if attempting to save a file that have not changed that they are doing so. If such a file has results, these will remain available for the remainder of the session, but will be deleted when opened in future and will require running the analysis.
15) The snap node/beam function has improved the handeling of irregular grids when the dialog has been closed and later re-intilised.
16) The Russian I shape databases has been updated to include the correct minor axis plastic moduli.
17) The routines used in Parametric Mesher have been improved to identify nodes within a outer boundary and make them internal density points which the mesh will connect to thus creating better model connectivity.
1) The Post Processing graphical display of support reactions has improved displays for models including compression/tension springs.
2) The display of reactions in the GUI for supports defined with a multi-linear spring has been updated to ensure these values match those displayed in the tables.
3) The Advanced SQL Query has been updated to correctly process the results of a steel design.
4) The Design Results table in the Post Processing Mode has been updated to ensure that if the last design performed was that of a deflection check, then that is reported in the clause column of the table and also in the member query dialog.
5) With SET Z UP defined, the beam stresses diagrams have been updated to display results for pipe sections.
6) The values of corner stress for wide flange beams defined with a composite top have been improved.
7) The SQL tools of Simple and Advanced Query have been updated to address a limitation previously introduced by the IBC 2003 command.
8) The Advanced Query has been updated to support large models in excess of 200 nodes/members.
9) The post processing GUI has been updated to better display the stresses calculated on tapered tube sections.
10) The display of reactions in the GUI for supports defined with a multi-linear spring has been updated to ensure these values match those displayed in the tables.
1) The steel designer mode has been updated to reintroduce the EC3(ENV) and Egyptian steel design briefs.
2) The BS5950:2000 code check in the Steel Designer mode has been updated to use the correct effective lengths in both major and minor axes.
1) RC Design has improved the BS 8110 column design such that when designing a circular column, the shape code was displayed in the bending schedule is 99,. Now it is displayed as either 67 (a continuous curve), or better code 75 (specifically circular).
2) The ACI 05 column design module has addressed an issue that prevented circular column ties being used.
3) The RC Designer module has been enhanced to ensure that the tables that have extra sheets added are displayed when produced.
4) The ACI-05 beam design in RC Designer now allows design briefs to be defined as required.
5) The design of column sections to BS 8110 has improved the measurement of spacing from bars to link legs in order to work out which bars in a compression zone were restrained for the wide single-legged links.
6) The RC Designer module has been updated to allow more than 8 bars per layer in beam designs.
1) The RAM Connection mode has been ehanhanced so that it supports Beam/Girder connections with British sections.
2) The RAM Connection mode has been enhanced to ensure that non-horizontal beams can be assigned connection briefs.
3) The RAM Connection mode has improved the identification of section profiles when creating Beam/Girder joints.
1) The load import routine of the Piping Mode has been improved to ensure that if new sets of results are created in the AutoPIPE export model, then these values are imported when requested.
1) The OpenSTAAD example ToAutoPIPE.VBS in the plug-in folder has been updated to warn if the model being exported includes double sections such as back to back angles which are currently not supported by AutoPIPE.
2) A new OpenSTAAD function GetMemberPropertyEx has been added for returning the properties of taper members where the top and bottom flanges have different dimensions.
3) A new OpenSTAAD function has been added to the application object, CreateIsotropicMaterialProperties. This takes the following parameters, string Name, double YoungsMod, double Poisson, double ShearModulus, dounle Density, double Alpha, doule CrDamp)
1) The User Report has been updated to ensure that loading data from UBC and IBC definitions can be included in a report.
2) The User Report in RC Designer has been updated to be consistent with the main STAAD.Pro report format.
3) The User Report has been updated to ensure that the Failed Members Table is printed when included in a report.
1) The BS 5950:2000 steel code check has been updated so that the moment capacity value is better controlled using the TB parameter.
2) The BS 5950:2000 steel code check has been updated to include the CAN parameter to indicate members that are cantilevers for deflection checks.
3) The analysis engine has been updated to calculate the shear areas for wide flange sections with cover plates on the top and/or bottom.
4) The DIN 18800 steel design code check has been updated to ensure that the designs for groups of members correctly initialize all the required parameters.
5) The Eurocode 3 steel design checks have been updated to ensure that if a deflection check is to be performed by setting the TRACK parameter to 4, then the member forces are not also checked. This should be done with a separate code check.
6) The analysis engine has been updated to support User Section Tables that are located in a folder that requires a path defined such as :- START USER TABLE TABLE 1 "C:\My Documents\STAAD User Files\Example.upt" END
7) The analysis engine has been updated to better calculate the load distribution of floor loads on inclined planes. The command now uses the area of the plane rather than the projected area of the plane.
8) The BS 5950:2000 steel design code check has been updated to include a check that warns if a section being checked has been assigned with non-steel properties such as concrete in the analysis.
9) The NEN 6770 steel design code has been updated to ensure that the correct section classification is assigned to wide flange sections.
10) The BS 5950:2000 steel design code check has been improved when used with the SET Z UP command. In particular the values for effective shear modulus and the reported design shear ratios for major and minor axes were inverted.
11) The Eurocode 3 steel design check for angle sections has been updated with the slenderness reported about the principal axes as opposed to the geometric axes reported earlier.
12) The output of a BS 5950:2000 steel design code check has been updated to display the effective modulus as used in the design rather than simply an effective elastic or plastic property.
13) The DIN 18800 steel design code check has been updated to ensure that the shear areas are calculated correctly for tube sections.
14) The analysis engine has been updated to better accommodate data files that include references to sections that do not exist in the standard databases.
15) The analysis engine has been updated for Cable Analysis where temperature loading has been assigned to non-cable members will now be considered.
16) The AISC 360-05 steel design code has been updated to ensure that when the code check is run all parameters were set as required.
17) The analysis engine has been updated to handle UBC load specifications in models which include MEMBER TENSION commands.
18) The analysis engine has been updated to allow for MAT FOUNDATION commands to be used in conjunction with MULTI LINEAR springs defined in metric units.
19) The analysis engine has been updated to report the same principal stress angles for plates as is reported in the post processor and plate query dialog.
20) The output of an API code check has been update to reflect the code that it based on.
21) The BS 8110 shear wall design has been supplemented with the parameter TRACK. It can take a value of 0 for a summary in the output or 1 for a more detailed output.
22) The BS 5950:2000 steel design code check has been updated to ensure that there is no reduction in the value of py for load cases where the section is in pure tension.
23) The BS 5950:2000 steel design check has been updated to include a clause 4.9.3 check on members which have no axial force.
24) The BS5950:2000 steel design code has been updated to ensure that minor axis shear checks are included if a section is subject to minor axis bending only.
25) The AISC ASD now includes a check if h/tw of a beam exceeds 970/sqrt(Fy), if so the design on that beam stops and a message indicating this is written in the output file.
26) The BS 5950:2000 steel design check has been updated for box and circular hollow sections to ensure that the moment capacity checks are always performed.
27) The Eurocode 3 steel design output has been updated to ensure the correct shear areas are displayed for box and circular hollow sections.
28) The StaadName of the tube section TUB45453, in the American steel database has been corrected.
29) The analysis engine has been updated to better handle REPEAT LOAD commands when the data file contains a number of UNIT commands.
30) The IS 893 seismic calculations have been updated to ensure that the calculation of Ah = (Z/2)*(I/R)*(Sa/g)
31) The analysis engine has been update to ensure that both MEMBER TENSION and MEMBER INACTIVE commands are not used in the same file.
32) The AS 4100-1998 steel design code check has been updated to include better checks as per clause 5.1 Design for Bending Moment, 8.4.4 Out of Plane bending (both 126.96.36.199 Compression Members and 188.8.131.52 Tension Members). See the technical reference manual for more information.
33) The AISC ASD now includes a check to ensure that Qa (Effective area/Actual area) is not greater than 1. This value is used in equation E2-1 to reduce capacities of slender sections.
34) The AISC 360-05 steel design code check has been updated to improve the axial compression capacity calculation of user defined T sections.
35) The AISC 350-05 steel design code check has been updated to improve the calculation of the bending capacity of HSS rectangular sections with slender flanges.
36) The BS 5950:2000 steel code check has been updated to ensure that the automatic calculation of MX, MY and MLT parameters operate on members formed where the joint list has two or more nodes starting with the same number, e.g. 10 and 11 or 20 and 21
37) The AISC and Canadian design codes have been updated to support the design of Canadian HSS sections.
38) The Eurocode 3 steel design code output has been updated to correctly display the name of tube sections with the prefix TUB.
39) The AISC 360-05 design code check has been updated for angle sections such that the slenderness and section capacities are calculated based on the principal axes, unless AXIS parameter is set to 2.
40) The analysis engine has been updated to support all the physical member loading that can be defined in the GUI.
41) The BAEL 91 concrete design has been updated to show the correct code and version in the output file.
42) The EC3 routine for selecting sections using the SELECT OPTIMIZE has been improved and may result in identifying more efficiently utilised sections.
43) The ASIC LRFD steel code check has been updated to ensure that the interaction of torsion, shear, flexure and/or axial force is limited by the Equation 7.2-1 only when the torsional moment is greater than 0.01 kip-in.
44) The AISC ASD steel design code check has been updated for the MEMBER SELECTION design output not to output warnings of exceeding the allowable axial stress for all but the last section profile that is checked for each member.
45) The IS 13920 concrete design has been updated to improve the shear design of columns.
46) The AISC 360-05 steel design code has been updated to correctly account for the UNL parameter setting.
47) The BS 5950-Pt5 Cold formed steel section design has been updated to correct pipe section designs such that the moment capacity is calculated according to clause 5.2.2, Mc = p0 * elastic modulus.
48) The BS 5950:2000 steel design code check has been updated to include additional checks on members that are subject to axial tension and biaxial bending considering each axis independently.
1) The GUI has been updated to better handle the undo action after using the Mirror tool.
2) The Translation Repeat graphical tool has been updated to include creating copies of joint loads that are part of the selection being generated.
3) The Canadian steel database has been updated with section properties in metric units.
4) The GUI has been updated to better handle the scaling of load icons using the mouse scroll wheel when the basic units are set as 'English' and the model has metric loading.
5) The geometry tool Generate-Rotate has been updated to better handle rotation of structures where the axis of rotation passes through the model.
6) The GUI has been updated so that the Geometry Cursor is better able to select surface objects
7) The GUI has been updated to ensure that when editing the parameters from a CP 65 concrete code definition, the values of MAXMAIN and MINMAIN select the values specified.
8) The GUI has been updated to display a description for the IS 800 design parameter THETA as 'Angle of inclination of lacings (between 40 70 degrees)
9) The GUI has been updated to improve the tool Geometry>Merge Selected Members' so that any uniform distributed member loading is re-defined on remain in the same location on the new single member.
10) The tool 'Check Duplicate>Nodes' has been updated such that if duplicate nodes are found and merged, then all the node loads on the merged nodes are retained. 11) The plastic section properties of the section profile HSST12x12x0.625 in American steel database has been updated
12) The 3D rendered view has been updated to better display plates with varying thicknesses.
13) The GUI has been updated to allow AISC N690 steel design parameters and commands to be assigned.
14) The new feature in the User Table for Angle Sections to calculate the radius of gyration about the principal axis added in STAAD.Pro 2007 Build 01 has been updated to account for the small values generated with very small angles.
15) The GUI has been updated to ensure that editing the initial location of a moving load defined in a load case does not cause the program to lock.
16) The GUI has been updated to ensure that the creation of an IBC 2006 seismic load definition will always contain sufficient data for it to be added to a primary load case.
17) The GUI has been updated to ensure that creating an SRSS load combination, the correct syntax is created in the data file using the minus as defined in the Technical Reference manual.
18) The GUI has been updated to better handle renumbering of plate elements.
19) The GUI has been updated to better recognise the steady state harmonic force input commands and not display them as errors while opening a file with valid commands.
20) The GUI has been improved in the method used for saving the data of solid (brick) elements.
21) The GUI has been updated to ensure the program does not freeze when trying to add the Buckling Analysis command from the main Command>Analysis menu.
22) The IBC 2006 option has been added to the menu Commands>Loading >definitions>Seismic Loading.
23) The tool in the menu Geometry>Connect Beams Along>X axis has been updated so as not to on occasion cause the GUI to crash.
24) The GUI has been updated to support user table names of up to 36 characters.
25) The GUI has been updated to support SGR parameter values of 3 and 4 for an EC3-BS specification.
26) The GUI has been updated so that the Member Specification dialog box, Partial Moment Release values can only be defined if the relevant option is selected.
27) The deletion of load cases in the GUI is a non undoable operation and will clear the undo list.
28) The Loads and Results sheet of the Diagrams dialog box has been updated to ensure that the Beam Forces, Axial, Intensity option of setting the No. of Values can only be modified if the option is selected.
29) The specification of a Pushover Definition in the GUI has been updated to include a integrity check of the Critical Damping to ensure that only positive values are entered.
30) The GUI has been updated to better handle the specification of offsets assigned to the ends of physical members.
31) The GUI has been updated with the menu item View>Structural Tooltips Options to include the unit of time for the delay setting.
32) The menu item Commands>Miscellaneous>Set Displacements has been updated to include the unit specification.
33) A menu item has been added for adding a Pushover Definition in the Modelling Mode menu, Commands>Loading>Definitions>Pushover…
34) The Support dialog box has been updated to allow multilinear support definitions to be assigned to nodes which have FIXED BUT supports already defined with a spring support.
35) The Seismic Definitions in the Loads dialog has been updated to ensure that all codes display the time unit for definitions of period.
36) The GUI has been updated to better handle the deletion of MEBER CABLE commands so that other instances of the command can be added without causing a problem with the GUI.
37) The GUI has been updated to support load combinations which include references of up to 500 primary load cases.
38) The geometry generation grid tools Snap Node/Beam, Snap Node/Plate and Snap Node/Solid have improved the import of grids from GRD and DXF files
39) The tool insertion of opening into surface objects has been updated to prevent causing the GUI to crash.
40) The undo procedure for replacing offset commands has been updated to ensure that if the command is retrieved, the appropriate units of the offset are also retrieved.
41) The Backup Manager has been updated to improve the option to scroll back to a previous saved version. This option now works with files that include spaces and / or stored in folders with spaces in the path.
1) The Steel Design Check Ratio table in the Post Processing Mode has been updated to include the critical load case and the table rows can be sorted by the ratio by clicking on the Ratio column heading.
2) The Post Processing Mode has been updated to ensure that entering the Beam>Unity check Page does not occasionally cause the programme to crash
3) The simple query tool (Tools>SQL Query>Simple Query) that allows results to be searched, has been updated so that when a query in the solid stress table is defined and edited, the defined items are displayed in the query condition editor.
4) The Post Processing graphical view of plate contour maps has been updated to ensure that when load cases or views are changed, the diagrams are updated immediately to reflect this.
5) The member query dialog box has been updated to ensure that if post analysis, a modification has caused the analysis results to be deleted, then the Steel Design sheet, if present, is removed.
6) The Post Processing Mode has been updated to prevent access to model generation tools from the toolbar icons. These should only be accessed in the Modelling mode.
7) The Post Processing Mode has been updated to ensure that when a contour map of plate Global Moments is requested, if a valid set of results is available they will be displayed.
8) The Member Query dialog has been updated to correctly display the member section forces for Indian channel and T sections.
9) The Post Processing Mode has been updated to ensure that the Beam, Unity Check table displays the ratio for all the members designed in the last MEMBER CHECK or MEMBER SELECTION command.
10) The Post Processing Mode has been updated with a correction to the calculation in the menu item 'Report>Column Transfer Force'
11) The Post Processing Plate Centre Stress table has been updated to ensure that all calculated results are displayed.
1) The connection deign for IS 800 in the Steel Design Mode has been updated to improve shear connections for beam to beam connections.
2) The detailed output for design of members to BS 5950:2000 has been updated to include the correct label 'Moment of Inertia about Minor Axis' for Iyy.
1) The Concrete Design Mode has been enhanced so that the graphics windows, tables and dialogs reflects the current Windows theme.
2) The Concrete Design Mode has been updated to ensure that only suitably defined prismatic sections can be added to design groups.
3) The Concrete Design Mode has been updated to ensure that valid results are available before trying to display them in the results table.
4) The Concrete Design Mode has been updated to ensure that if selecting the menu item 'Brief>Design Brief', the program first checks that the current design group has a valid design group defined before trying to open it.
1) The RAM connection Mode has been enhanced to allow bracing members in braced connections to be defined with pipe or HSS sections.
2) The following confirms the limited range of 8 connection types that can be designed without access to a full RAM Connection license:- Basic DA BCF Bolted Basic DA BCF Welded Basic EP BCF Bolted Basic EP BCF Welded Basic DA BCW Welded Basic EP BCW Welded Basic SP BCF Basic SP BCW
1) The Advanced Slab mode has been updated to ensure that all the objects selected are included in the RAM Concept model.
1) The Piping Mode has been updated to correctly convert forces imported from an ADI file when the GUI is set up in metric units.
2) The Piping Mode has been updated to include the default file type *.ADI in the Open dialog.
1) The installation has included the files necessary to launch the online help from the Advanced Meshing application.
1) The OpenSTAAD module has been updated to allow the example files to be used.
1) The User Report has been updated so that if any value is displayed in exponentional format, then the data is displayed with a + or - symbol between the E and exponent value, e.g. 1.2345E+06.
2) The User Report has been updated to ensure that if a steel design output is included, then the report includes the detail of the compression capacity.
1) The installation has re-introduced the association of the STD file extension with STAAD.Pro allowing files to be displayed with the STAAD.Pro icon and can launch STAAD.Pro by double clicking on them.>
2) The FLOOR LOAD command has been corrected for use on inclined floors
3) The application of spring supports on solid objects (i.e. 5 to 8 noded bricks) has been improved to ensure a correct analysis
4) The UBC / IBC load generators corrects an un-necessary over estimation in weight.
5) The IBC 2006 provisions for the static seismic loading method have been added to the supplement the 2000 and 2003 versions previously implemented.
6) The RESPONSE SPECTRUM command has been enhanced to create response spectra based on the IBC 2006 provisions for seismic loading.
7) The Norwegian steel design, NS3472 has been updated to better support sections defined in user tables.
8) The minor axis shear capacity calculated for the AISC Unified code, ANSI/AISC 360-05 have been corrected.
9) The calculation of the seismic loading from the Canadian NRC - 2005 code has corrected the reading of the importance factor parameter.
10) A correction has been introduced for the calculation of response spectra calculated using the Advanced Solver.
11) The output report for EC3-2005 now correctly includes missing table headers.
12) The output report for AS 4100 now displays the requested level of output defined by the TRACK parameter.
13) A design to AISC ASD for plate girder sections where h/tw exceeds 970/sqrt(Fy) are not covered by STAAD and a warning is provided.
14) Support information displayed at the end of the output files has been updated to reflect the current support arrangements.
15) BS 5950, design of members with very small / no axial loads improved to ensure that axial effects are not considered.
16) Property (SZ) calculation for user defined angle has been corrected.
17) FLOOR WEIGHT calculation for UBC, IBC, IS:1893 has been corrected.
1) The GUI has been updated to correctly interpret the missing mass and ZPA parameters, not reporting a correctly defined command as incorrect.
2) The renumbering function has been improved to ensure objects are not removed in the renumber process.
3) The undo function has been updated to handle wind loads commands deleted in the GUI.
4) The GUI has been updated to support loading defined on physical members
5) The US AISI cold formed database area of section 4CU1.0x072 has been updated.
6) Creating openings in Parametrically defined slabs has been updated to ensure the data file integrity is maintained.
7) Calculation of user table properties of general sections using profile points in differing units from the model has been corrected.
8) Update of the 'Column Transfer Forces' report prevents a crash if no load cases are selected and 'Insert to Table' button is clicked.
9) The TB paramEter has been re-introduced intro the parameter list in the BS 5950 steel design dialog.
10) The GUI has been updated to support having the tool Check Multiple Structures dialog open whilst merging nodes.
11) The display of moving loads defined in external files has been corrected.
12) The tool to check multiple structures has been enhanced to operate in a view that is not the whole structure view.
13) The Korean steel section database has been enhanced with corrected plastic section moduli.
14) The Canadian steel section database has corrected torsional values added for wide flange sections.
15) The GUI has been updated to support multiple instances of ELEMENT INCIDENCE SHELL.
16) The GUI has been updated to correctly read the aluminum database section properties.
17) The GUI has been updated to support the Columbian seismic provisions.
18) The GUI has been enhanced to allow thermal loads to be assigned to solids.
19) The creation of a Pushover definition in the GUI has been updated to allow a large number of load steps to be defined.
20) The move operation has been improved to reduce the instances of duplicate members being formed.
21) The GUI tool to calculate section properties for UPT angles has been corrected to calculate values about the principal axes rather than the geometric axes.
22) 3D Rendered views of models with extremely small members, <1mm are now accounted for.
23) The section outline drawing of tapered square sections has been improved.
24) The parameter 'METHOD' added to list of available parameters in the GUI.
25) The Canadian steel section database corrected.
26) 3D rendering of castellated beams with a base unit setting of metric is now supported.
27) Processing of temperature loads on solids defined in reference load cases is now supported.
28) The description of the Canadian CB parameter has been corrected in the design dialog box.
29) The GUI displayed value of uniform moment load on beams has been corrected.
30) Tapered I section dialog has updated labels for the flanges.
31) The GUI display of the FLOOR LOAD command has been corrected for one-way load distribution.
32) The IS 800 parameter CAN is now correctly labeled in the design dialog box as 'Deflection Check' parameter.
33) The IS 800 parameter COG is now correctly labeled in the design dialog box as CG of channel section parameter.
34) The menu item Commands>Specifications now launches the correct dialog box.
35) The section outline representation of UPT General sections has been improved to draw about the neutral axis.
36) Values for double I sections are now displayed from the Properties dialog box, Values table.
37) The Select menu has been enhanced so that Surface objects can be selected 'By List'.
38) The GUI has been updated to ensure that when AASHTO (LRFD) code has been selected in the Design dialog, parameters from that code are added to the STAAD file.
39) The automatic creation of additional shearwalls using the translational repeat tool now copies defined holes defined in the wall.
40) Creation of views with physical members has been enhanced.
41) The GUI has been updated to correctly handle the TXT parameter of a Pushover definition.
42) STP parameter is introduced in AISC-ASD code.
43) Read/Write operation for STEADY STATE analysis commands were added.
44) Program crash while renaming grid has been fixed.
1) Calculation of 'Column Transfer Forces' from the Report menu has an updated warning when members not lying in a plane have been selected.
2) The corner stresses reported in the Beam Stresses table and Stress Diagram updated for composite wide flange sections to display the values in the extreme corners of the concrete at the top and the corners of the wide flange at the bottom.
3) The member query dialog display of bending moments has been improved.
4) If instabilities are generated from an analysis with the Advanced Solver, a page has now been added to the Post-Processing Mode.
5) The data from Mode Shape and Participation tables can now be copied onto the clipboard and be pasted into other documents.
6) Stress contours for surface objects has been improved to allow display in the Post-Processing Mode.
7) The Static Check table in the Post-Processing Mode has been corrected for when metric units are used.
8) The moment diagrams for selfweight on tapered sections have been improved.
9) User interface which allowed property/support/member release update in Post-Processing mode (which leads to analysis result become invalid) has been deactivated.
1) Single step design result table has been updated to reflect correct design/utilization ratio.
1) The Bridge Deck Mode has been improved to ensure that once the menu item 'Loading>Influence Surface Generator' is disabled while the generator is in operation to prevent attempting to run it again whilst it is in operation.
1) A new OpenSTAAD application object function has been added, CreateIsotropicMaterialProperties. This takes the following 7 variables as input:- string Name, double E, double Poisson, double G, double density, double Alpha, double Cr Damping The return value is of type long and is either 1, if this has updated an existing material or 0 if a new material has been created.
1) The logo displayed in the User report updated with the Bentley logo.
1) The RAM Connection interface has been enhanced to support the use of WT sections as brace members.
2) The design of Smart Flange Plate connections in the RAM Connection Mode now ensures that the moment is correctly transferred to the connection.
1) The licensing system has been enhanced to support 'Node Locked' XML Licenses.
2) The licensing system has been enhanced to allow usage of checked out license with the workstation not able to connect to the server.
3) Installation improved to allow gaps in the path to the installed folder.
1) The figure for Example 8 in the Examples manual has been corrected.
2) Minor errors in the American Examples manual have been corrected.
3) The preview image of Examp19 has been corrected to reflect the actual data file included in the installation.
4) The International Codes manual section 9 B-5 has had the spelling mistakes corrected. In the Technical Reference Manual, dupliactions in sections 3.6, 5.23, 5.31.1 and 184.108.40.206 have been removed.
5) What's New issue2006-1004.6.2 corrected to remove AISC UNIFIED reference.
6) Section 5.11 of the Technical Reference updated to clarify limit on the node number is to 6 digits.
7) Technical Reference manual section 5.20.5 updated to clarify that the ASSIGN PROFILE command does not operate on cold formed steel, aluminum and timber sections.
8) Section 4A of the International codes manual has been updated to correctly report that concrete design is performed to GB50010-2002.
9) The Technical Reference manual section 2.14.13 has been updated with a table reference. Section 5.20.7 title has been corrected.
10) The reference in the online help to the Canadian steel code was corrected to reflect the implemented version which is S16-01.
11) Section 4B of the International codes manual has been updated to correctly report that steel design is performed to GB50017-2003.
12) Table 2.1 was updated to include STP and SHE parameters.
13) Section 2.14.10 was updated to change table reference to 2.5
14) Section 220.127.116.11.4 was added to describe response spectrum as per IBC-2006
15) Section 2.17.8 was updated.
1) For concrete column design to IS:456-2000, includes a requirement for calculation of additional moments outlined in the Notes section of clause 39.7.1 on 15) Section 2.17.8 was updated.
2) The engine can now use cold formed steel sections from a non US database with other section properties.
3) The torsion design of HSS sections to the AISC Unified code has been improved in the calculation of the status of compact flanges.
4) The AISC Unified code has been updated to allow designs on T sections.
5) It is now possible to define multiple instances of ELEMENT WEIGHT blocks in a seismic definition.
6) The engine has been modified so that if a surface pressure load has been incorrectly defined with the magnitude of the load before the direction, this will no longer cause the engine to crash, but will be reported as an error.
7) Steel design to IS:800 has been corrected for checking groups of members that have compression and tension.
8) The shear wall design to IS:456 has been updated.
9) The shear wall design to BS 8110 has been updated.
10) The design to the South African steel code has been updated to correct identification of single and double curvature bending.
11) The AISC ASD steel design code has been updated to correctly design angles that are defined with the AXIS parameter to specify design of the geometric / principal axes.
12) The AISC ASD steel design code has been updated to allow for the design of Chinese HW sections.
13) The shear wall design to the Indian code has been updated.
14) In order to check for deflection limits of cantilever beams, a CAN paramater has been added for the codes:- 1. IS 800, 2. AISC Unified, 3. South African, 4. BS 5950, 5. EC3, 6. EC3 BS
15) A new parameter has been added to the AISC ASD code, STP to identify whether user table wide flange sections should be designed as welded or rolled. Set STP 1 for rolled or STP 2 for welded.
16) The BS 5950-p5 cold formed design code has been updated to allow sections defined in the Lysaght cold formed database to be designed
17) The shear resistance calculations of double channel sections has been improved to account for both sections in AISC ASD and LRFD design checks.
18) The Floor Load command has been updated for inclined floor areas such that the load intensity is now calculated on the actual area rather than the projected area.
1) If the data file contains the ALL parameter to assign properties such as materials to all beams, this was being replaced with a member list if a new member was added. This has been addressed.
2) IS:1893 spectrum loading dialog has been updated to allow the spectrum and interpolation types to be specified.
3) Clarification that the move command does not work when using the geometry cursor selection.
4) Preview surfaces has been improved to indicate changes in edge divisions.
5) User Table GENERAL sections which were based on a drawn section profile (and stored with Profile Point data) has been improved for sections where the data extends over more than one line.
6) ASCE-7 Gust Factor calculation has been improved.
7) INACTIVE specification can be toggled on members from the Specification dialog.
8) Print option removed from Physical Member Query dialog box.
9) Surface Object data is now checked to ensure that it does not exceed the maximum line length in the data file.
10) The saving of the seismic load generation as per IS1893:1984 by the GUI has been improved.
11) UBC definitions deleted in the GUI are now removed entirely from the data file.
12) A number of HSS section names have been updated to match the sections published names (note that this is only for the published names in the databases, not the name used by STAAD)
13) Published section names for HSSP and HSST sections have been updated to match published names to assist in linking to DESCON connection designs.
14) The ASCE-7 wind loading generator preview of the wind pressure profile has been improved.
15) The Recent File list in the Open Browse dialog has been updated so that if the file path is truncated, it is displayed correctly.
16) STAAD.Pro now locks the picture file (and any work files) for the lifetime of the structure. This should avoid having 2 processing accessing the same picture file. It also searches for an unused name for a work file, preventing any cross-structure problems.
17) The undo operation has been enhanced to operate with the addition of a ASCE 7 wind load command.
18) The Lysaght cold formed database of C sections has been corrected.
19) The Korean wide flange section database has been updated removing the duplicate W300x300x94 section.
20) The areas of sections in the 'Channel without lips' in the American Cold Formed Sections database (AISI) have been corrected.
21) The GUI has been updated to correctly report valid range of CMY and CMZ parameters for the Canadian steel design code.
22) The zone factor when selecting Allahabad city has been corrected in the IS 1893 seismic definition dialog.
23) The GUI has been modified so that the AISC Unified code parameters can be added graphically.
24) The GUI has been updated so that if the One Way Loading with the Towards option is modified and the file saved, the modification is also updated.
25) The Response Spectrum sheet of the Load Items dialog has been updated to ensure that the Add button is activated correctly.
26) The GUI has been modified to accommodate deletion of members loaded with wind loading
27) The GUI has been updated to allow STAAD files with incorrectly defined loading data to be parsed and the errors displayed rather than causing the GUI to crash.
28) The preview of floor loading has been updated to ensure that the loading condition defined by the command is correctly reflected in the graphics.
29) The browse button in the New Wizard dialog box has been improved to operate correctly when the path has been set to a drive root folder.
30) Removing load items from physical members displayed in the Physical Member Dialog box has been improved,
31) Removing load items from regular members displayed in the Member Dialog box has been improved.
32) The GUI has been updated to account for STAAD title lines that incorrectly exceed 79 characters
33) Adding Seismic Load Definiitions in the GUI has been improved under the condition where a primary load case has already been defined, which previously wouold have caused the program to close prematurly.
34) The editing of Generated (Moving Load) loadcases has been improved so ensure that additional load cases are included correctly.
35) The flange thickness of the US section W8x17 has been corrected to 0.308 inches in the AISC database.
36) The Canadian steel database has been updated with HSS round and rectangular sections.
37) The option to create double wide flange sections from the standard steel databases has been clarified in that the spacing to be provided is the spacing between the ends of the flanges.
38) The Surface Object has been added to the list of objects that are selected with the Geometry cursor.
39) The footing design in the analysis engine has been discontinued. Note that a comprehensive foundation solution which includes detailed footing design is available using the STAAD.foundation application.
1) The values of cut lines through plates for metric units has been corrected.
2) Results of files containing IBC 2003 commands can now be read with the Tools>SQL Query functions.
3) Plate>Results Along Line values corrected if the units are metric
4) Generated lodcases that include additional loadcases are displayed correctly in the post processor mode.
5) Results of Australian concrete column design is now available in the Member Query dialog.
6) It is now possible to copy the values in a Mode Shape table that is generated from a dynamic analysis.
7) The Surface Object Query dialog has been updated to correct the displayed and printed values of FX and FY shown on the Forces sheet.
1) Steel Designer AISC ASD results updated for pipe sections.
2) The AISC steel designer now supports design of Chinese H sections.
3) The Steel Designer Brief Dialog boxes have been updated to ensure that the OK and Cancel buttons are visable without having to hover over their locations.
4) The Steel Design briefs dialog have been updated so that all the buttons are visible without having to hover over their locations.
5) The EC3 design has been updated to operate in the Steel Designer Mode.
1) Pictures taken in RC Designer are stored in a format that allows multiple sessions of RC Designer to operate and not impinge on each other.
2) BS8110 column designs improved when a side sway load case is defined.
3) The IS456 design code has been improved removing a superfluous check for minimum area that caused beam designs to crash.
4) Designs of beams / columns and slabs to BS 8110:1997 incorporating amendments 1,2 and 3, needs to use material notations as defined in BS 8666:2005. The 2000 version of 8666 has been withdrawn.
5) The RC Designer module has improved its use of USL (now called Structural Passport) licenses
6) There has been a general improvement in the internal functionality for taking pictures.
1) The section database manager can now operate with the operating system set to European regional settings (using a comma as the decimal marker)
2) Updated IEG Licensing allows use of STAAD.Pro licenses during down periods of the SELECT License server.
3) Macro to create AutoPipe NTL batch files updated to use STAAD database sections using either STAAD or Published names.
4) The Component Design Mode has been removed from STAAD.Pro GUI
1) The OpenSTAAD application object has a new function GetPublishedProfileName which returns a string with the published property section name when the function is given the STAAD property name and the country code (see OpenSTAAD manual)
2) The OpenSTAAD function GetBeamPropertyAll has been enhanced to ensure that flange and web thicknesses are obtained for user sections.
3) The OpenSTAAD function GetSteelDesignResults function updated to operate with the latest results versions of STAAD.Pro results data files.
1) The printing routines have been updated to allow printing and print previewing the Surface Forces Along X and Y options.
2) The height v intensity table is now included in a user report for wind load definitions.
1) Canadian Tee section shape database updated correcting flange and web thicknesses.
2) The parametric section data input for rolled wide flange sections in Free Sketch has been updated to match the preview image.
3) The Canadian T section database has been updated to report the correct location of the centre of gravity.
4) ASTM WT sections database corrected to show sections with parallel flanges.
5) Section property descriptions updated.
1) Advanced Slab Designer improved to operate with Surface objects as well as collections of plate elements
Please refer to the document Revision_History_2006.txt located in this folder (e.g. C:\SProV8i\STAAD)
Last updated : 2011/02/24 14:58:00 © 2010 Bentley Systems, Incorporated. Legal Notice