Issues addressed in:-
A) 01 The output file has been updated to include the number of combination cases in the Problem Statics section after an analysis has been performed.
A) 02 The section properties reported in the output file for members which have been modified with a reduction command (typically rectangular concrete profiles) now account for the reduction in the values reported.
A) 03 The EN1993-1-1 design module has been updated to correctly handle Tee section profiles that have been defined as TRUSS (hence have no end moments), which was causing an error when calculating the end bending stresses.
A) 04 The FEMA 356 Pushover analysis has been updated to support a selection of a mode shape, with a MODE SELECT (n) command, which may include the required 75% of mass participation. Note that a CUT OFF MODE command may be needed to include details ot the required mode shape. Previously only the first mode would be considered and if this did not include the requisite mass participation, the analysis would end.
A) 05 The IBC 2006 seismic load has been updated to correct a recent issue where the moments due to the ACCIDENTAL setting were not getting calculated. Note this was shown in the output report as zero.
A) 06 The IS 800:1984 design code has been updated to check for a stiffened element as per clause 126.96.36.199(b). Also if a wide flange has an additional cover plate, there are checks for whether plate width is the same as the flange width and if it is greater, check for (bp-2*b1)/tp.
A) 07 The PRINT MEMBER PROPERTIES command has updated to ensure that the name reported in the output file for User Table sections is listed as UP rather than ST.
A) 08 The Eurocode design module EN1993-1-1 has been updated to address an issue when considering torsion. When TOR 2 option was specified, the value of the torsional moment being used when multiple load cases were specified in the LOAD LIST was being incorrectly initialized. This has been fixed so that the value of total torsion is initialized correctly.
A) 09 The command PRINT MEMBER STRESSES has been updated to ensure that the direction of peak combined axial and bending stress so that when stresses for combinations are reported for unsymmetrical sections such as Tee sections, they are accounted for correctly.
A) 10 The cable analysis routines have been updated to correctly account for the behaviour of cables entities that are exactly vertical.
A) 11 The analysis engine has been updated to support processing an Abort request if the button is pressed whilst the analysis is processing section forces or the displacement file.
A) 12 The pushover analysis has been updated to allow HSSP sections to be recognised and used as bracing members.
A) 13 The analysis for tension or compression only members has been improved by including the effects of self weight in the loading steps. Previously it was including the effects of strain and temperature, but without the self weight contribution, which could introduce an effect of the force for which the member was not intended to support. Additionally the AISC 360-10 steel design has been updated to ensure that the slenderness calculation takes the average of axial force at either end of the member. Previously it would take the axial force from the start of the member only.
A) 14 The analysis method for handling a response spectrum with SIGN and DOMINANT parameters has been updated to correctly account for these as per the technical reference 188.8.131.52.1.
A) 15 The analysis engine has been updated to support the inclusion of UNIT commands with a load case definition.
A) 16 The Canadian steel design module S16-01 has been updated to correct the flexural torsional buckling capacity which required the solution of a cubic that was getting calculated incorrectly and thus indicating a difference to the results of the S16-09 design which was being performed correctly. Additionally, the calculation of Ce for members subjected to combined action of axial compression and bending has been updated which should not include the K factor which was done previously.
A) 17 The analysis routines have been updated to include an additional test for the density defined for a material. If this exceeds 10x the density of steel a note is posted in the output file informing the user of what would normally indicate an incorrectly entered value.
A) 18 The IS1893 seismic analysis has been improved. A problem was noted where the statics check did not match the reported base shear. The issue was in printing LOAD DATA information in the output file which did not include all the some floor levels. This was caused while processing seismic data the floor levels are identified as the height (or Y-coordinates) of the joints where masses are assigned. If any joint on a particular floor level did not have any mass assigned to it the entire floor level is ignored. This resulted in some of the masses being ignored. However during load vector generation the program correctly incorporates all masses within analysis. Thus STATIC CHECK prints the correct data. Thus there is mismatch in PRINT LOAD data info and STATIC CHECK info. The program now checks all the joints present at a particular floor level to see if any mass is assigned or not without completely ignoring any floor level.
A) 19 The pushover analysis has been improved to ensure that the loading condition determined by the pushover specification is created and can be analysed. Under certain conditions the loading definition would cause the analysis to crash.
A) 20 The IS 13920 Indian concrete design module has been updated to ensure that a warning of excessive reinforcement (i.e. greater than 2.5%) is not reported when the actual reinforcement is less than this.
A) 21 The concrete design module to the Mexican concrete code has been updated to address an issue that occurred when attempting to perform a design with a LOAD LIST command to limit the load cases to include in the design. This would result in the design process to crash.
A) 22 The analysis routines have been updated to include any property reduction factor assigned, in the calculations of section displacement and moment calculations.
A) 23 The AISC 360-10 design for torsion to DG9 has been corrected which was previously incorrectly using the member sequence number as the member reference number.
A) 24 The AISC 360-10 steel design where torsion checks are included has been updated to account for situations where members listed for design were not being reported. The results reported on those members were correct, but not of the requested list.
A) 25 The NORSOK steel design module has been updated to clarify the critical clause when Eqn 6.15 is governing. This may be in fact a result of Eqn 6.44 and if so, that is now reported.
A) 25 "The AISC 360-10 design for single angles has been updated to address slenderness calculations. During the slenderness checks, where both compressive and tensile cases existed, the check would be determined by the compressive cases. Also, it was failing to ensure that the check was being performed on serviceability cases.
A) 26 The Canadian steel design modules have been updated to ensure that the S16-01 code is used where specified. Where multiple parameter blocks and code checks are performed, a second or subsequent S16-01 would revet to the new S16-09 design. Additionally the design of double channels has been improved to ensure that the plastic properties are used.
A) 27 The AISC 360-10 detail output has been updated to ensure that the values of lambda-p is correctly displayed for the section classification. Note that the correct value was being used in the calculations.
A) 28 The Eurocode concrete design is no longer supported in the batch design. To perform a Eurocode concrete design, the EN1992-1-1 module in the Concrete Mode should be used.
A) 29 The analysis engine has been updated to better handle reporting the stresses in channel sections for combination cases where the peak stresses in one case are axial and another is bending.
A) 30 The output details for the Eurocode steel design module EN1993-1-1 has been updated to ensure that if the parameter CAN is set to 1, then the load case reported in the output is displayed.
A) 31 The design of members to the NF design codes has been updated to ensure that the sign of the axial force in members being design ins considered. Previously the magnitude of the axial force was being used for both compression and tension checks.
A) 32 The Eurocode EN1993-1-1 steel design routines have been updated to better account for torsion requirements. Previously, if any load case being considered in the design introduces torsion stresses, the section capacity would be reduced for all load cases giving conservative design results. Now, the default is that only the load cases which have torsion will have reduced capacity, All other cases will be designed for their full capacity unless stipulated with the TOR parameter.
A) 33 The analysis process has been updated to provide a warning and guidance if the STAAD file contains the definition of a floor diaphragm after a wind definition. Internally this causes the analysis a problem and thus will now terminate the analysis with instructions on how to address the issue.
A) 34 The design of concrete beams to IS456 has been updated to improve the checks for shear reinforcement requirements at a distance D (the effective depth) from the member ends.
A) 35 The design of concrete columns to the Indian design code IS456 has been updated to remove an unnecessary duplicate warning when iterating to find the neutral axis.
A) 36 "The IS1893 Part 4 seismic calculations have been updated to correct an issue for type 2 industrial structures. For these if ST = 1 it indicates Category 1 for which seismic force should be doubled. In that case Ah = (Z/2 * I/R * Sa/g ) * 2. However previously this was not implemented. "
A) 37 The AISC 360-10 steel design routine has had a major update to improve the performance and perform designs in a substantially faster way.
A) 38 The stresses reported in the output file for User Table Wide Flange sections has been updated to support the conditions where the flanges are defined with different dimensions.
A) 39 The Eurocode steel design routines have been updated to improve the design of a General Section that has been indicated that it should be considered as an I section. The shear area for such a section was being incorrectly calculated and hence the high shear reduction factor "rho" was incorrect. This has been addressed so that the shear area as well as the factor "rho" are now calculated correctly.
A) 40 A new design code has been added to the Russian SP 16.13330.2011 specification. This is licensed with the ECC Super Code.
A) 41 The analysis engine has been updated to address the assignments of offsets on PMEMBER definitions to correctly account for the current unit specification.
A) 42 The Direct Analysis method has been updated to insure that tau-b is calculated for cases in which the loading and displacements are small resulting in minimal second order p-delta effects.
A) 43 The output for the command PRINT MEMBER FORCES, which reports forces at sections defined by the command SECTION, has been updated to report a warning if no sections have been defined for members in the list.
A) 44 The AS 4100 Australian steel design routine was updated to improve the automatic calculation of ALB (if not directly specified) for pipe sections defined from a user table resulting in a potential difference in compression capacity. (This was included in SS5, but not documented)
A) 45 The AS 4100 Australian steel design routine was updated to improve the shear capacities for pipe sections from a user table. (This was included in SS5, but not documented)
A) 46 The As 4100 Australian steel design has been updated to improve the calculation of Miz, Miy, Moz and Moy for pipe sections from a user table. (This was included in SS5, but not documented)
A) 47 Some very large models cannot be analysed using the Advanced Analysis engine if the matrix formulation exceeds the amount of memory including virtual memory available. If this limit is reached a warning message is displayed in the output file.
A) 48 This is just a note to confirm that the AISC 360-10 will not work on Windows XP due to a Microsoft component that is not available on this platform.
A) 49 The method used with the IMR parameter in the Response Spectrum definition has been updated to improve capturing details of the mode shapes requested in the load cases specified (STARTCASE). The method that calculated the member end forces and reactions only included the details of the last IMR case for each spectrum command. The applied loads and displacements were OK however. REPEAT LOADS would fully work but LOAD COMB would not combine details of the results such as member forces and reactions.
A) 50 The Indian concrete design IS456 has been updated to ensure that messages reported in the output file are marked with a suitable Warning or Note status.
A) 51 The Indian concrete design modules IS 13920 and IS456 have been updated to improve the method used to determine the support conditions which was failing to find supports in order to create the design entity when using the COMBINE parameter.
A) 52 The GUI has been updated when processing the AMSE NF design code parameters and report a warning if a negative value of NSF is entered.
A) 53 The GUI has been updated when processing the AMSE NF design code parameters and report a warning if a negative value of KZ is entered.
A) 54 The GUI has been updated when processing the AMSE NF design code parameters and report a warning if a negative value of KY is entered.
A) 55 The Indian shear wall design module to IS 456 has been updated to improve the method used to obtain the shear forces used in the design which was previously resulting is grossly over designed reinforcement.
A) 56 The processing of member concentrated moment loads has been improved. Previously these loads could have resulted in a failure of the analysis.
A) 57 The processing of seismic weights has been updated to allow the definition to use only a small fraction of the actual weight that would accrue from considering the structure self weight.
A) 58 The AISC 360-10 design routine has been updated to ensure that if Cb is entered then this value is used and that the critical section is reported in a detailed report.
A) 59 The Canadian steel design code S16-09 has been updated to improve the slenderness calculations to ensure that the axial force and direction of force are considered correctly.
A) 60 The routine used in STAAD.Pro to determine floor and snow load distributions have been improved in order to determine the plane of loading which occasionally used to fail and thus return no loading for floor or snow load commands.
A) 61 The method for calculating the section modulus of user table wide flange sections has been updated to address a recent change that allowed different sized flanges to be defined which results in an offset location for the centroid which was previously not being accounted for.
A) 62 The Indian concrete design routines for the IS 13920 code has been updated to ensure that the correct confinement reinforcement is reported. Previously this could have been reported oversized.
A) 63 The analysis processing of seismic joint weights has been enhanced to allow the use of node groups in the joint weight specification.
A) 64 The creation of T sections from wide flange sections defined in the database relies on the definition of Ct, the distance from the top flange to the centroid for the T section to be defined in the database. This filed has been added to tables where they were previously missing.
A) 65 The Indian concrete beam design to IS 13920 has been updated to address the situation where two members have been combined with the COMBINE parameter and the forces results in the second part requires more reinforcement than can be provided. Previously there was a printing issue which reported the requirements of the first part in both members.
A) 66 The analysis engine has been updated to better handle incorrectly specified INACTIVE MEMBER commands following an analysis specification, but does not have the required CHANGE command and display a suitable warning and will internally include the command. However, the correct procedure should be to include the command. Also if an INACTIVE MEMBER command is specified after load case definitions that follow an analysis specification, the analysis engine will report this error too.
A) 67 The analysis engine has been updated to ensure that it can handle both SET WARN and SET WARP commands. Note these both use the same same first 3 characters, thus require all 4 characters to be used in order to use the command. See the Technical Reference manual section 5.5 for more information on use of the SET commands.
A) 68 The analysis results for a combination that includes a both standard static and response spectrum cases has been enhanced. Previously the results of a response spectrum would only generate positive results and end two would be inverted resulting in odd results for end two of a member. However, now using the SIGNED option for a response spectrum definition , in which the results are signed based on a mode shape, then the results for a combination with static cases are consistent.
A) 69 The results of shear stresses reported in the output file using PRINT MEMBER STRESSES when used in conjunction with the option SET Z UP has been rectified.
A) 70 The BS8110 concrete design module has been deprecated in this release. Design to this code should be performed with the Concrete Design Mode.
A) 71 The AS41000 steel design module has been updated to correct an issue in determining the maximum bending moment for members defined by multiple segments , i.e. include node points along the member length.
A) 72 The S16-09 Canadian steel design routines have been updated to ensure that the design identifies the condition when a wide flange section is class 4 slender in flexure when being reported. The design itself was performed correctly.
A) 73 The Russian steel design routine has been updated to support the design of tube sections
A) 74 The design report for a user table section designed to AS4100 has been updated to ensure that the report indicates that the section is a UPT profile for a USER TABLE.
A) 75 Two additional SET commands have been added to reduce the level of detail in the output file. SET WARN OFF will suppress any warning messages that would otherwise be reported. SET NONOTE will suppress any notes generated by the analysis that would otherwise be reported.
A) 76 The AISC N690 codes, 1984 and 1994 , have been updated to ensure that the allowable stresses are multiplied by the their corresponding stress limit factors
A) 77 The AISI cold formed steel design routine has been updated to ensure that it prevents HSS sections from being used as they are currently excluded and would otherwise cause the program to crash.
A) 78 The processing of quad plates has been enhanced to correct any unbalance in the element K-matrix for every quad that is non-zero in flatness. Now the global static check will be in balance even with badly warped plates. This program change is suggested in Professor E. Wilson's textbook. This change does not make this a good non-flat plate element but simply fixes the worst aspect of a non-flat plate element. It is recommended that the GUI tool ‘Check for warped Plates…’ be used to identify out of plane elements and correct them as required.
A) 79 There has been an update in the calculation of the ASCE transmission tower code 10-97 to ensure that the correct value of KL/r is used for single angles according to the specified ELA and ELB settings rather than a simple L/r calculation.
A) 80 The steel design code AS4100 has been updated to correct the calculation of Ms (Nominal Moment Capacity), which in the SS5 release incorrectly introduced a term alpha-sz which is not required.
A) 81 A warning is now posted if a dynamic analysis is requested with a model defined with one way entities. In STAAD, the dynamic cases are solved after all the statics cases. The stiffness matrix used is that resulting from the last iteration of the last static case before the current PERFORM ANALYSIS command is used. Thus the stiffness contribution for any entities inactive after the final iteration will be absent in the stiffness matrix, and, the eigensolution will be based on a structure sans those members.
A) 82 The ACI 318-08 design of T sections has been updated to clarify the reason if the required steel exceeds the maximum permissible and the area reported in the track 2 detail report has also been corrected.
A) 83 The AISC 360-05 and AISC 360-10 design codes have been updated to correct the calculation of slenderness ratio from entered values of Ky and Kz. The calculation of KL/r for one axis was using the K for the other, thus for any member if the values entered for Ky and Kz were different, this would result in incorrect slenderness values and hence compression capacity, thus ultimately the interaction ratio.
A) 84 The output of the AISC 360-10 with a TRACK 0 setting has been updated to correctly indicate the length units being used in this format as feet rather than inches.
A) 85 The module for ACI 318 column designs has been updated to improve the design of large sections subject to small axial loading. The procedure that estimates the location of the N.A. with little or no steel requirements has been updated to ensure that when only the minimum reinforcement is required, that is provided.
A) 86 The critical moment reported in the member query for a concrete design to ACI 318-05 has been updated to display the correct value as reported in the output file.
A) 87 The Advanced Cable Analysis has been improved to prevent a memory allocation error which occurs if the SET NL command has not been included.
A) 88 The analysis engine has been updated to ensure that only reference cases defined as type MASS are used to generate a mass model, previously if the title included the keyword mass, then that was also used to create the mass matrix.
A) 89 The processing of rigid diaphragms has been updated such that if a rigid diaphragm is defined with an explicit master node, but without any reference load case type MASS, it will process the model accordingly. Previously, the analysis would have reported this as an error. Additionally, in such situations, as there is no mass associated with the diaphragm, the output will report this mass as '--'.
A) 90 The AISC LRFD 3rd Edition code check for single angles has been updated to ensure the correct section properties are used when multiple CODE CHECK commands are run and the associated member list differed. This issue was addressed in 20.07.09.20, but not documented.
A) 91 The Russian wind load module has been updated to prevent the analysis from crashing if there are no mode shapes in the wind direction.
B) 01 The range of sections in the TATA Structura database have been updated to match their current catalog.
B) 02 The European steel database has been updated to correct the values for DIL section profiles.
B) 03 The GUI has been updated to improve the display of user table wide flange sections which have been defined with only one flange dimension to use this for displaying the second flange as is used in the analysis.
B) 04 The GUI has been updated to include the parameter STIFF (spacing for stiffeners of plate girders) for the AISC 360 steel design codes.
B) 05 The method used to determine the location of the design code parameter files has been updated to use a registry setting.
B) 06 The user tool 'Add Materials' has been updated to version 1.3 which does not require the macro to have the OpenSTAADUI library
B) 07 The graphical user interface Specifications dialog has been updated to ensure that when a Floor Diaphragm has been defined and is edited, it does not result in creation of a duplicate command.
B) 08 The Perform Cable Analysis page in the Analysis/Print Commands dialog has been updated to include the additional provisions for an Advanced Cable analysis.
B) 09 The GUI has been updated to indicate the nodes that are included in a Rigid Floor Diaphragm command by becoming highlighted if the option 'Highlight Assigned Geometry' is selected in the Specifications dialog.
B) 10 A new wind load routine has been added to the program to define wind loads according to the Russian SP20.13330.2011 specification.
B) 11 The material handling routine in the GUI has been updated to ensure that adding new materials are correctly referenced in the dialog and material table.
B) 12 The Member Query dialog has been updated to display the torsional modulus IX for K sections from the STO ASChM database rather than displaying a value calculated from the basic section dimensions.
B) 13 The GUI has been updated to improve handling of the MODAL DAMPING command when the CALC option is used. Previously, if either ALPHA or BETA values were omitted, this resulted in the GUI reporting this as an error.
B) 14 The current Russian seismic load generator (SNiP II-7-81) has been updated to also include the current code SP 14.13330.2011.
B) 15 The processing of the time history definitions has been updated to ensure that if they include a SCALE parameter, that data is written out to the STD file when the file is saved from the GUI which previously was being removed. However, if a file with this parameter was opened and the file analysed, the scale parameter was included in the analysis.
B) 16 The ASCE wind loading module has been updated to ensure that when determining the wind forces on a leeward wall on a building structure, the value of Cp is determined from the ratio of given building dimensions and linearly interpolated from the values for ratios of 1, 2 and 4 as per figure 6.6 of the ASCE 07 specification.
B) 17 The GUI has been updated to ensure that if a Eurocode 8 (2004)response spectrum definition is modified and set to soil types D and E, these values are being saved to the STD file for analysis.
B) 18 The GUI reading of a STD file has been updated to correctly validate a floor spectrum command THPRINT parameter. Previously the correct setting of 2 for THPRINT was being identified as an invalid entry which is not the case.
B) 19 The tool to test for warped plates available in the Tools menu has been updated to ensure that if a tolerance has not been set in the View>Options>Tolerance, then a default value for the tolerance is used rather than displaying all the plates suggesting that they had all failed even though they may have an angular deviation of zero.
B) 20 The addition of Reference Load Cases has been updated to ensure that if they are created in a model where primary load cases have already been defined, the END REFERENCE LOAD is located in the correct position in the file which was previously being reported as an error.
B) 21 The list of design codes in the Design>Concrete page has been updated to include details of the ACI 318-99 code.
B) 22 The GUI has been updated to recognise the optional command CHECK STOREY DRIFT when included as part of the IS1893 response spectrum definition which was previously being displayed as an error when a file was opened with this setting.
B) 23 The South Korean database has been updated to correct the area defined for a 200x80x8/11
B) 24 The GUI has been updated to allow the design commands such as CODE CHECK, SELECT, to be assigned from the GUI for the Spanish steel design code NBE MV103.
B) 25 The STAAD.Pro GUI has been updated to ensure that if a model is opened, the input data displayed in the Editor and the graphical view modified to display a section of the model with 'Tools>Cut Section', the program will not crash if the Editor is then closed.
B) 26 The assignment of beta angles using the method 'Assign using edit list' has been updated to ensure that the assignment list entered is saved in the STD file.
B) 27 The file reading routine in the GUI has been enhanced to better manage working with models which have large numbers of load cases that were previously taking a long time to load into memory.
B) 28 The method used to update the display of member labels has been slightly updated to ensure that when a beta angle is assigned with a cursor, the label is refreshed immediately, and does not require the model view to be refreshed in order to see validation of the assignment.
B) 29 The descriptions used in the recent addition of the Colombian seismic code NSR 10 have been updated to ensure the full text, data entry cells and unit information can be seen without re-arranging the column widths.
B) 30 The menu item Commands -> Miscellaneous -> Check Soft Story (IS:1893) has been modified to ensure that if activated, inserts the command in the correct location in the input file associated with the IS 1983 static seismic load definition. There is an additional option for defining a SOFT STORY CHECK associated with rigid floor diaphragms. These command lines have an additional parameter of either 1893 or ASCE7 to indicate which code provisions should be checked against. The GUI was stripping these code indicators off which has been addressed.
B) 31 A minor change has been made in the Backup Manager to allow the column heading to be localised for international Language Pack installations.
B) 32 The Create User Table dialog has been updated to ensure that the local context menu for user tables entries is supported. i.e. right click in the list of entries to display 'Edit' or 'Delete' and these commands are now actioned.
B) 33 The GUI handling routines for external user tables has been updated to prevent duplication of property assignments when the file was re-saved.
B) 34 The details of Ry and Rt specified in a material were not correctly displayed in the Materials table.
B) 35 The GUI tool that displays Node-Node distance has been updated to use the structure length display unit option setting as specified in the View>Options dialog. The same update has been applied to the storey height and mass eccentricity labels in the Earthquake Mode.
B) 36 The GUI has been updated to better handle miscreated commands. Whilst the GUI would identiy these and remove them from the input file (after indicating with a warning), in some instanses, if the file was subsquently opened in the Editor, modified and saved, this would cause the program to crash as it tried to remove a command that had already been removed.
C) 01 The post processing results for a response spectrum load case which has been defined to combine the effects of modes using the ASCE method has been corrected to evaluate the section forces between the ends with a linear interpolation. The results reported in the output file were correctly reported.
C) 02 The method used for calculating the stresses reported for the European IPN shapes have been corrected.
C) 03 The 3D Beam Contour has been updated to ensure that the stress point locations for tube sections are defined in the notional corners
C) 04 The Member Query dialog report for a design performed on a member to the Canadian S16-09 code has been corrected to display the forces for the governing condition with the correct conversion factor. Note this issue did not affect the design.
C) 05 The 3D Beam Contour has been updated to ensure that the stress point locations for rectangular solid sections are defined in the notional corners.
C) 06 The 3D Beam Stress Contour diagram has been updated to show the correct stress points and legend for tapered I sections.
C) 07 The 3D Beam Stress Contour diagram has been updated to show the correct stress points at the bottom of standard wide flange sections.
C) 08 The post processing page that displays the contour maps of plate models has been updated to address an issue that prevented custom contour maps to be defined.
C) 09 The result diagrams for a PERFORM DIRECT ANALYSIS with an LRFD specification has been updated to ensure the load factor appropriate to the specification is used in the diagrams.
C) 10 The stresses reported for standard steel channel profiles in the post processing mode has been updated to use the same method used in the analysis engine by taking the location of the centroid from the database. Previously, the values reported in the post processing mode would be calculated based on a simplified section resulting in different values from the analysis.
C) 11 The stresses reported for defined and European tube sections due to minor axis bending has been updated. Note that the values reported in the output file and used in the design were correct.
C) 12 The routine used to display contour maps of Max Absolute Principal Stresses has been updated to ensure that the values associated with the plates included the absolute max of both the max and min stresses for both the top and bottom surfaces.
C) 13 The annotation of axial load diagrams has been improved for members which have a change in axial force along the member length. If the load at one end was very small, this could result in the labels being displayed off screen and a misplaced reference line.
D) 01 The Steel Designer mode has been updated to use the trust licensing schema as elsewhere in STAAD.Pro.
E) 01 The Eurocode EN1992-1-1 concrete design in the Concrete Design mode has been updated to ensure that the check stage performed on members is consistent with the initial design stage. The load combination reported as controlling after the first design was that requiring the greatest area of steel reinforcement, whereas that reported as controlling during the second design (a check on the existing reinforcement) was that giving the highest utilisation ratio. The code is now amended to create all the bars, and then report the combination with the greatest utilisation ratio.
E) 02 A new design code has been added to the Concrete Design mode for the design of concrete beams and columns to the Canadian CAN/CSA - A23.3-04 specification (reaffirmed in 2010 and including amendments 1,2 and 3). This is licensed with the STAAD CAN/AUS/SA license.
E) 03 The BAEL design routines in the Concrete Design mode have been updated to better handle the use of gamma-s in the shear steel calculations. Also, it no longer forces the design to have longitudinal bars to hang shear links from.
E) 04 The BAEL 91 concrete beam design routine in the Concrete Design mode have been updated to improve the implementation of the method called "Flexion Composee", which takes account of the axial force in a beam member as well as the bending moment. This computes the centre of pressure for an equivalent offset axial force, and then checks whether this position lies between the top and bottom steel, in order to determine if the section is entirely in tension. Previously this did not always take into consideration the the direction of bending to compute the location of the neutral axis.
E) 05 The ACI 318-05 reporting routines have been updated. When producing the detailed design output for a shear zone, the final statement should be "OK" or "NOT OK" depending on whether the calculated capacity of the shear steel and concrete is larger or smaller than the applied shear. The test actually reported whether the shear capacity is zero or not. This issue only affected the report, not the design.
E) 06 The IS13920 seismic provisions in the IS456 column design has been updated when checking clause 7.1.2/7.1.3, instead of checking (min dimension/ max dimension > 0.4) it checked against the beam requirement (min dim < 0.25 max span ).
E) 07 The routines to determine the the initial requirements of compression reinforcement in beams for the ACI 318-05 beam designs has been improved. The effective depth used in the initial stages now better accounts for the estimated bar sizes to improve the chances of identifying a suitable bar arrangement.
F) 01 The RAM Connection mode requires the use of a RAM Connection license. This will be logged when the mode is used, however an option to turn this off has been added to the Configuration dialog, when only a small subset of connection types will be available.
F) 02 The CBB gusset plate connection routine in RAM Connection has been updated to improve the range of options of angle orientation that can be used for brace members.
F) 03 The Design Report that is displayed in the RAM Connection>Connection>Drawing & Result Page has been enhanced to allow twice as much design information to be displayed than previously, e.g. twice as many design cases.
F) 04 The current implementation of RAM Connection does not support Windows 8 for display in the Drawing & Results sheet. Previously this caused the program to crash, now a warning message is displayed.
I) 01 The interface for interoperability with Bentley Connect Scenario Services (cloud analysis), has been updated to provide a smoother user experience.
I) 02 The Structure Wizard module has been updated to address a recent issue introduced when using the Import CAD Model>STAAD Model that prevented models from being imported and locked the application.
I) 03 The ISM interoperability module has been updated to improve the update of the STAAD model from a repository where the ISM physical members are sub-divided into the STAAD analytical elements with offsets.
I) 04 The Japanese steel database included in Section Wizard has been updated to correct the values of torsional modulus.
I) 05 The ISM interoperability module has been updated to address an issue which occurred if the ISM repository included duplicate nodes which resulted in the StrucLink interface failing reporting an error.
I) 06 The ISM interoperability module has been updated to ensure that a series of analytical members that have been collated into a single physical member in the repository, are not replaced by a single analytical member when the STAAD model is updated from the repository.
I) 07 The update process in the ISM interoperability module has been updated to ensure that any material properties set in the model are not removed if they are not defined in the ISM repository.
I) 08 The ISM update process has been modified to ensure that this does not lead to a lock-up occurring whilst attempting to create a backup file. (This was addressed in SS4 but not documented)
I) 09 The update process in the ISM interoperability module has been updated to ensure that members that have been deleted in the STAAD.Pro environment are removed from the repository during the update. (Issue addressed in SS4, but not documented)
I) 10 The Indian ISMB database used in Section Wizard has been updated to include the correct dimensions for an ISMN 100 profile.
I) 11 The ISM import process has been updated to better handle channel sections to ensure that their alignment matches the definition as per the ISM repository. (This was implemented in SS5, but not documented)
J) 01 A new OpenSTAAD function IsAnalyzing() has been added to monitor the status of an analysis process. The function returns an integer with a value of 1 whilst the process is running and 0 if the analysis has completed. The following is an example of how the function could be used:-
Dim stat as Integer
Do While stat = 1
Application.Wait (Now() + CDate("00:00:02")) ‘This method will wait for 2 seconds before checking the analysis status
stat = objOpenSTAAD. IsAnalyzing ()
MsgBox “Analysis has completed”, VbOkOnly
J) 02 5 new OpenSTAAD functions have been added to the Application Object to access the results of dynamic analysis:-
VARIANT GetModeFrequency(VARIANT varMode, VARIANT varFreq);
VARIANT GetModalDisplacementAtNode(VARIANT varMode, VARIANT arNode, VARIANT varModalDisps);
VARIANT GetModalParticipationFactors(VARIANT varMode, VARIANT varfactorX, VARIANT varfactorY, VARIANT varfactorZ);
VARIANT GetMissingMassParticipationFactors(VARIANT varLC, VARIANT varfactorX, VARIANT varfactorY, VARIANT varfactorZ);
J) 03 The installation of the OpenSTAAD Result object has been modified to operate with the current version of STAAD.Pro. Note this is only provided for backwards comparability, but it is strongly recommended to use the more comprehensive OpenSTAAD Application Object instead.
K) 01 The user report has been updated such that the Node table is now able to support node numbers up to 8 digits. However, note that the analysis engine only supports node numbers up to 999,999.
K) 02 The Technical Support dialog has been updated to report the local information for Japan.
K) 03 The details of the company defined during the installation is included in the User Report as 'Licensed to'
K) 04 The details in a user report for concrete members that have been designed have been updated in that the report item 'Utilization Ratio', which is for reporting the critical utilization for steel design, will now report 'N/A' for any concrete members that have been designed.
K) 05 The documentation for the Eurocode 8 Response Spectrum definition has been updated to clarify that the parameter ALPHA is defined in terms of gravity, hence ALPHA 1 is 1g or 9.81 m/s2
K) 06 The export of user reports to MS Word has been updated to ensure that if the report includes response spectrum data, creating the report does not cause the program to crash.
K) 07 Sections 5.19 and Section 5.19.8 of the Technical Reference Manual have been updated to include details of specifying profile points and stress locations for a GENERAL section type user table profile.
K) 08 The report printed from a Plate Query dialog for the Centre Stresses has been updated to ensure that the value of the Bottom Principal Stress is correctly printed.
K) 09 The documentation for the Australian steel design module to AS4100 has been updated to confirm that the changes published in Amendment 1 , Feb 2012, do not affect the designs currently being performed by STAAD.Pro.
K) 10 The User Reports has been updated to improve handling multiple moving load definitions which were previously being displayed with 'There is no date of this type' and the pagination could over run the bottom of the page.
K) 11 The User Report has been enhanced to support Reference Load Cases and the inclusion of Reference and Notional Load definitions in a Primary Load Case.
K) 12 The User Report has been updated such that the selection of load cases in the report setup dialog does not add loading data form load cases defined by a repeat command or if a combination load case is selected, the loading items from those cases are not included unless included explicitly in the report setup.
K) 13 A new topic has been added to the Technical Reference manual that describes the scope of PMEMBER loading.
K) 14 The User Report has been updated to support the assignment listing when defined to a SELF command and includes a new table for Surface Selfweight commands.
K) 15 The User Report has been updated to indicate the definitions of pre stressed and post stressed loading commands which previously did not indicate the form of the command that was assigned.
K) 16 To aid readability, the User Report displays the title of Loading tables with the load case and name followed by the table type when grouped by load case (default setting).
K) 17 The GUI has been updated to handle when a model has been opened in the Editor and then simultaneously view a User Report. Previously in this situation, if control was changed to the open Editor, changes made and the file saved, this would result in the application to crash.
L) 01 The installation has been updated to ensure that the separate installations of Struclink and Pipelink can be uninstalled after STAAD.Pro V8i SS5 has been uninstalled.
L) 02 The trial period by which a license must be validated by has been reduced to 14 days.
L) 03 All design codes have been set to use the appropriate SELECT license using the Bentley Trust Licensing schema.
L) 04 The API code check module has been updated to correctly report usage with the STAAD US Special license.