What's New in STAAD.Pro V8i SS1, Build 20.07.06 ( 23 December 2009)
- (A) Issues addressed in the Analysis/Design engine (87)
- (B) Issues addressed in the Pre-Processing Mode (28)
- (C) Issued Addressed in the Post-Processing Mode (4)
- (D) Issues Addressed in the Steel Design Mode (0)
- (E) Issues Addressed Concrete Design Mode (9)
- (F) Issues Addressed in the RAM Connection Mode (0)
- (G) Issues Addressed in the Advanced Slab Design Mode (1)
- (H) Issues Addressed in the Piping Mode (1)
- (I) Issues Addressed in the Editor, Viewer and other modules (1)
- (J) Issues Addressed in OpenSTAAD (4)
- (K) Issues Addressed with Printing (2)
- (L) Issues Addressed with licensing / security / installation (2)
(A) Issues addressed in the Analysis/Design engine (87)
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 8.2.1.1. 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 4.2.5.1 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 5.6.1.1 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 11.2.8.4. 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) Issues addressed in the Pre-Processing Mode (28)
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) Issued Addressed in the Post-Processing Mode (4)
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) Issues Addressed Concrete Design Mode (9)
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) Issues Addressed in the Advanced Slab Design Mode (1)
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) Issues Addressed in the Piping Mode (1)
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) Issues Addressed in the Editor, Viewer and other modules (1)
I)01 The Editor has been updated with additional recognised commands.
(J) Issues Addressed in OpenSTAAD (4)
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.
- Default Yield Strength and Ultimate Strength changed to zero.(These values are not used in AutoPIPE.
- When the material is STEEL, STAINLESSSTEEL, ALUMINUM and CONCRETE, the material constant is not output. (In AutoPIPE, it doesn't refer from NTL file. )
- The Unit conversion of material constant (E, Density) was corrected.
- Iz and Iy output position was corrected.
- The Unit conversion of section size and section properties was corrected.
- Thickness of pipe section of User Define Table is calculated from area.
- Spring supports have been updated. 8) Support setting was corrected. (Unnecessary data was deleted.) 9) Beam release setting was corrected. (In AutoPIPE, only FX, MZ, and MY can be set. )
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) Issues Addressed with Printing (2)
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) Issues Addressed with licensing / security / installation (2)
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.