Issues addressed in:-
A) 01 The Australian steel design module AS4100 has been updated to improve the solution of the interaction equation (cl8.4). Previously the program did not consider alpha-s in calculating the allowable bending capacity. However, the design output did display the correct allowable capacities. Thus using the values in a detailed output, the value of the interaction ratio is not obtained.
A) 02 The ASCE 10-97 code has been updated to correct the calculation of axial capacity of angle sections. The value of 'w' was smaller than required resulting in conservative designs.
A) 03 The Eurocode 3 design module EN 1993-1-1 is updated with an additional National Annex to the Swedish standard SS-EN 1993-1-1:2005/AC:2009
A) 04 (issue resolved in STAAD.Pro 20.07.09.20 but not documented) The moment capacities of single angles designed to the AISC 360-05 or AISC 360-10 codes were updated to use the correct section modulus
A) 05 The AISC 360-10 and AISC 360-05 design codes have been updated such that if a section is designed defined from a UPT where the shear areas are specified in the UPT, then those values will be used rather than internally calculated .
A) 06 The AISC 360-05 design code has been updated to ensure that the lateral buckling calculations use the geometric section modulus, rather than 0.8*geometric section modulus if the lateral restraint is provided at the maximum moment.
A) 07 The time history definition using a harmonic acceleration has been updated. The units in the GUI are being honoured. Previously, the definition was taken to be in factors of 'g'.
A) 08 The AISC 360-10 design module has been updated for the design of angle sections to ensure that it correctly accounts for the RA/ST parameter setting.
A) 09 The AISC 360-05 design module has been updated for the design of angle sections to ensure that it correctly accounts for the RA/ST parameter setting.
A) 10 The AITC design timber design module has been updated to correct the output when slenderness is the critical condition. Previously the ratio actually displayed the value of slenderness rather than the ratio of the actual over allowable.
A) 11 The AIJ 2002 and AIJ 2005 steel design modules have been updated to ensure the correct value of FT is used in eq. 6.4. This was taken as the minimum of FCZ and FCY rather than FT which could lead to a non conservative situation.
A) 12 The analysis engine has been updated to include the option SET PRINT 8 which will turn off the reporting SELFWEIGHT warnings in the output file.
A) 13 The analysis engine has been updated to address a situation where a file has been incorrectly defined with two sequential analysis commands, but no intermediate commands such as new load cases or PRINT or CHANGE commands. If the preceding load case included self weight, the results for this load case would not be reported correctly. Whilst the format of the file is still not recommended and should be corrected, files that have been created this way will be reported correctly.
A) 14 The design of angle sections for AISC 360-10 and AISC 360-05 have been updated to ensure that when these members are designed about their principal axes, the correct value of beta-w is used for lateral torsional buckling.
A) 15 The analysis engine has been updated to ensure that it supports wind loading definitions that extend over more than 4 lines using the hyphen character as a line continuation character.
A) 16 The IS8000:2007 LSD design has improved the reporting ratio for a compression check. Whilst the design correctly reported that the compression check was the critical clause, the value of the ratio was not correctly reported.
A) 17 The IS800:2007 LSD design has addressed an issue with regard to the design of tapers which although the design was correct, resulted in a crash when displaying the results of the design.
A) 18 The AISC 360-10 output for a TRACK 1 has been updated to clarify that the capacities are for force and moment.
A) 19 The IS13920 concrete design module has been updated to ensure that if the GLD parameter has been set, self weight is correctly accounted for. Previously this would have caused the analysis to crash.
A) 20 THE API design module has been updated to allow the design of sections defined from the HSS Round database.
A) 21 The API design module has been updated to improve the output of a SELECT process where sections may have failed the thickness check and had a warning message posted in the output file. However, if this was not the final section in the SELECT process, this message is not required, thus the design has been updated such that only if the final section in the SELECT fails this check, then the warning message is posted.
A) 22 The AISC 360-05 design code has been enhanced with the addition of the FLX parameter to allow the specification of a the type of lateral torsional buckling restraint for single angles designed on their geometric axes.
A) 23 The AISC 360-05 design of single angles has been updated to ensure that if the member is subject to bending about both axes, then it will be designed about the principal axes.
A) 24 The analysis engine has been updated to allow a local over-ride of the single mass matrix. If a Reference Load Case type MASS is defined, then this will be used for determining the centre of rigidity for rigid floor diaphragms and also used as the mass matrix in seismic or dynamic load cases unless in those cases they include loading which will instead be used to define the mass matrix.
A) 25 The AISC 360-10 design has been updated to ensure that only double angles and double channels are checked as built up and using the CSP parameter.
A) 26 "The AISC 360-10 design of single angles has been updated to ensure correct identification of the stress at the toe of single angles when bending about the geometric axis, and use of clause F10-4a is used when the toe is in tension or F10-4b is used when the toe is in compression. "
A) 27 The analysis engine has been updated to allow the use of the parameter ALL with the DRIFT command which is used with an imperfection analysis. Previously, this would cause the analysis to crash.
A) 28 The AISC 360-10 design for angle sections has been improved to ensure that if an angle is set to be designed about its geometric axes, but fails to meet the criteria in the code, then a warning message is posted.
A) 29 The AISC 360-10 design of single angles has been improved as an additional torsional force was being included in the design due to the eccentricity between the shear centre and the centre of gravity of the cross section. However, as the load by definition in STAAD.Pro is through the shear centre, this should not have been added in and was producing conservative designs.
A) 30 The analysis engine has improved the handling of 2D orthotropic materials used on non-isotropic plates, where the Young’s Modulus (E)in the two directions are significantly different which previously would result in the analysis failing with an error message identified as a ‘bad plate’
A) 31 The calculation of seismic loading has been updated in the analysis engine when using a Reference load case which included self weight commands. Whilst the self weight of beams, columns and plates were included, the self weight of surface objects defined using the SSELFWT command were not included. These loads are now also included in determining the mass.
A) 32 The analysis engine has introduced a test on Multi Linear Springs to ensure that the distance - spring pairs are defined starting with the maximum negative displacement, then increasing to the maximum positive displacement.
A) 33 The analysis engine has been updated to ensure that it recognises XRA, YRA and ZRA as shorter forms of the parameters XRANGE, YRANGE and ZRANGE in a FLOOR DIAPHRAGM command.
A) 34 The member stress values reported for channel sections have been updated to use the correct minor section modulus to establish the stress on either side of the axis.
A) 35 The Indian concrete design module IS456 has been updated with a new parameter MFACE such that where currently the parameters SFACE and EFACE are used to set the location for the shear checks at the start and end of the member, MFACE is used as a flag design the end moments at these locations too. MFACE, 0= at node (default), 1= at SFACE and EFACE
A) 36 The Australian steel design module AS4100 has been updated to correct the compression capacity calculation for General Sections. When lambda,e is <= Lambda,ey the program now calculates the effective area using a reduction from the gross area .
A) 37 The analysis engine has been updated to catch the use of multiple COMBINE parameters in an IS 13920 concrete design. This should be formatted such that there are sequential designs in the file, each one can contain a single COMBINE command. Previously an incorrectly formatted file would cause the analysis to crash.
A) 38 The design of tapered members to the BS5950-1:2000 code has been updated to ensure all variables used in the design are correctly initialised which would previously result in inconsistent designs depending on the previous member design.
A) 39 The AISC 360-05 steel design module has been updated for the design of circular sections, such as HSS Round profiles, which are subjected to axial force, biaxial bending, shear force and a significant torsional force > 20% torsional capacity. The interaction ratio was being calculated as a function of the sum of applied moment over capacity in each direction, i.e.(Mrx/Mcx + Mry/Mcy) instead of evaluating an equivalent resultant over capacity, i.e. (Mr/Mc) which is being done now.
A) 40 The output of the CG location has been updated to provide it to 4 decimal places
A) 41 The analysis engine has been updated to improve the results reported for bending moments of combinations defined that include other combinations that are defined as SRSS.
A) 42 The calculation of shear area of UPT wide flange sections has been updated to correct an error introduced with the addition of the new TF1 and WF1 parameters to allow UPT wide flange sections to have different sized top and bottom flanges.
A) 43 The Steady State analysis has been enhanced with the option to include missing mass.
A) 44 The IS801 steel design module has been updated to ensure that the values of TSA and FLX are being used if set.
A) 45 The analysis engine has been updated to improve handling models which include REPEAT and DELETE JOINT commands for defining nodes. Under some conditions this was leading to a discrepancy in the numbers of solids established by the analysis engine and those expected by the GUI. The result was an error reported by the GUI when opening the results data.
A) 46 The warning reported in the output file when using floor or one way loads has been updated to point to the revised description in the technical reference manual
A) 47 The processing of the Individual Modal Response (IMR) option in a response spectrum load case so that load cases that are created as a result of this setting can be combined with others with a REPEAT LOAD command.
A) 48 The Eurocode 3 design module EN 1993-1-1 is updated with an additional National Annex to the German standard DIN-EN 1993-1-1
A) 49 The cold formed section design module AISI has been improved where a member is designed iteratively in a single run. The torsional moment of inertia in the section in the second and subsequent designs was not getting correctly updated if the section changed.
A) 50 The cable analysis has been updated to ensure that if a member is made INACTIVE for a set of load cases, any pre-tension forces defined in that cable member are also removed.
A) 51 The EN1993-1-1 steel design module has been updated for the design of GENERAL UPT sections. If the values of PY, PZ, SY or SZ have not been entered, then these will be calculated assuming the section is a wide flange section with the dimensions provided.
A) 52 The Canadian CAN/CSA A23.3-94 design of finite elements has been corrected to ensure that alpha >=0.67 and that the expression for calcuating the reinforcement percentage is taken as (PHI_S*FY*FY)/(2.0*ALPHA1*FC*PHI_C), previously PHI_S had been squared.
A) 53 The Canadian steel design S16-01 has been updated to ensure that angle profiles that are classified as class 4, slender, are checked for combined tension and bending if required. Additionally the effective area and effective yeild stress routines for these sections have also been updated.
A) 54 The AISC 360-05 design for single angles has been updated to improve the calculation of Beta-w to match the values published in table C-F10.1
A) 55 The IS800 LSD design code has been updated to improve the design of sections where the web is suseptible to shear buckling, i.e d/tw>67. Previously a deduction was made for both major and minor axes, which at times could result in a negative minor axis capacity. The deduction is correct for the major axis, but no deduction is required for minor axis.
A) 56 The TRACK 2 output of an AISC 360-05 design of single angles has been updated to include an indication as to which axis has been used in the design, either geometric or principal.
A) 57 The AISC 360-05 steel design has been updated to establish the classification of the web using H/tw, where H is the clear distance between the flanges less twice the root radius. Previously no reduction for the root radius was included. This is now being done for for AISC W, M, S and HP sections.
A) 58 The AISC 360-05 design of single equal angles has been updated to ensure that the reduction factor of 0.8 is not used when calculating the limit state for yeilding.
A) 59 The AISC 360-05 design of single equal angles has been updated to ensure that the reduction factor of 0.8 is not used when calculating the moment capacity for leg local buckling.
A) 60 The EN 1993-1-1 design with a Dutch National Annex has been corrected if torsion checks are included (TOR 2), to ensure that the correct total torsion to be checked is accounted for.
A) 61 A new parameter FLX has been added to the AISC 360-10 design engine such that:- FLX = 1; no lateral torsional restraint, FLX = 2; lateral torsional restraint present, FLX = 3; lateral torsional restraint at point of Maximum Moment
A) 62 Torsion Design to Design Guide 9 has been added to the AISC 360-10 for the following section types, wide flange, W, M, S and HP, channel, C and MC, angle sections, tee sections, pipe and HSS round and tube and HSS rectangular sections.
A) 63 The Canadian design code S16-09 has been added to the range of steel design codes available for use with the STAAD CAN/AUS/SA SELECT license pack.
A) 64 The analysis engine has been updated to ensure that if a model includes notional loads and a SELECT command, then the data is processed correctly. Previously this would have caused a failure in the engine and no results produced.
A) 65 The time history loading has been enhanced to allow any mass not captured in the eigen solutions to be accounted for when a time load is applied.
A) 66 The EN1993-1-1 steel design module has been improved for designing General sections. If a value of DEE has been defined, the specified value will be used for design. If DEE has not been defined or has been set to zero, DEE will be calculated internally as (Total Depth - 2 * flange thickness). Previously the calculation was used even with a specified value in the section definition.
A) 67 The AISC 360-10 code has been updated to ensure that when designing angle sections the value specified using LX is used as Lb in the code.
A) 68 The analysis routines that create the Individual Modal Responses (IMR) in a response spectrum load case have been enhanced to allow additional load cases to be defined after the response sepectrum load case which previously would have been incorrectly referenced.
A) 69 The analysis engine has been updated to process models which include a set of load cases followed by a PERFORM NON LINEAR ANALYSIS and CHANGE then additional locad cases followed by PERFORM CABLE ANALYSIS and CHANGE command. Previously a file fomatted in that way would not be processed correctly.
A) 70 The analysis engine has been updated with the latest Columbian seismic loading requirements as per NSR-10
A) 71 The ANSI N690-1994 code has been updated to correct angle section designs when using clause Q1.6-3 to ensure the correct combined stress is accounted for.
A) 72 The Missing Mass option has been extended to include GROUND MOTION time history loading conditions.
A) 73 The steel design module EN1993-1-1 has been updated to ensure that the name of the National Annex, if used using the NA parameter is reported in the output file.
A) 74 A new SET option has been added to define the test for warping of plates, SET PLATE FLATNESS TOLERANCE xxxx where xxxx is the cosine of the angle and .8666 is the default.
A) 75 The elastic section property reported as SZ for user defined wide flange sections where the top and bottom flanges are defined with different dimensions has been corrected.
A) 76 The standard engine buckling analysis solver has been updated to ensure that if a load case fails to converge to the given tolerance with the defined restraints, thena more prominent message is given as a warning in the analysis window and output file.
A) 77 The basic buckling analysis solver has been enhanced to ensure that if during an analysis, should the 'Abort' button be pressed, the analysis is terminated.
A) 78 The analysis engine has been updated in the method used to report the stresses for channel sections taken from the standard tables. Previously the stresses were based on inertias calculated from the section dimensions which may be different from the published values. Now the stresss are reported based on the inertias published in the database.
A) 79 The design of class 4 sections to the Canadian steel code S16-01 has been updated to correct the compression capacity calculation to ensure that it uses the effective rather than gross section properties.
A) 80 The IS 800-2007 LSD code has been updated to support the design of slender (class 4) wide flange sections.
A) 81 The Canadian steel design module S16-01 has been updated for the design of T sections to ensure that the value of Fe used in the calculation of compression capacity is taken as the smaller of Fex for weak axis buckling and Feyz for lateral torsional buckling. Previously this was taken to be Feyz directly.
B) 01 The GUI has been updated to better handle the FIXED END load so that these loads can now be edited in the GUI and if the command line is greater than line length, it is split according to the normal rules. Additionally there was an issue if the base unit and the force unit differed, the values were not getting correctly converted.
B) 02 The Canadian HSS rectangular and round databases have been updated to include details of the A500 sections listed with an HA label.
B) 03 The GUI has been updated to allow Floor Diaphragms to be specified which previously could only be done in the Editor.
B) 04 The GUI has been updated to ensure that the command structure for a steady state harmonic analysis is maintained. Previously, the required line HARMONIC FORCE was being removed causing the analysis to report an error.
B) 05 The GUI has been updated to handle STAAD.Pro models which include multiple "ELEMENT INCIDENCES SOLID" blocks of data.
B) 06 The GUI has been updated such that it can recognise the BEAM parameter settings of 0,1 or 2 for the API code.
B) 07 The seismic definition dialog has been slightly modified to ensure the title 'Load Case' is displayed in the Reference Load panel.
B) 08 The GUI has been updated to display a rendered 3D view of general sections defined using profile points which are referenced from a user table. Note however, that if a new section is added to a user table, then the STAAD.Pro model should be closed and re-opened in order that it be displayed in the rendered 3D view.
B) 09 The GUI has been updated to correct the 3D display of angles that have been specified with an RA specification, i.e. so that the local Z axis is the strong principal axis.
B) 10 The CIS/2 export module has been updated to better handle sections defined in the Australian cold formed database.
B) 11 The GUI has been updated to ensure that Korean PIP sections report their diameter in the member query dialog.
B) 12 The GUI has been updated to display the name of a Canadian W section which has been cut into a T section using the form:- 'W(a)x(b)' to become 'W(a/2)X(b/2)'. This matches the behaviour of cutting US W sections to form T sections. Note that this is also the name used when exporting sections into an ISM repository and when reading back form ISM will reverse the process and create a standard wide flange shape with the T specification.
B) 13 The New Project note for FLOOR structures has been simplified.
B) 14 The GUI has been updated to better handle material definitions that are displayed in the Materials dialog to ensure that the selected type (used with the RAM Connection module) is correctly displayed and saved if modified. An additional macro has been added to the GUI and available from the User Tools toolbar which allows materials defined in an XML file to be added to the model.
B) 15 The Connection Tag check display has been updated to ensure that the label of the units is consistent with the model.
B) 16 The GUI has been updated to re-display the menu to allow user tools to be edited.
B) 17 The analysis engine has been updated to ensure that if a plate has been set to IGNORE STIFFNESS and a self weight command used which includes the plate in the list , then the weight of that plate is not included. Note if the command SELFWEIGHT command has been used without an explicit list, then the plate would not have been included, thus both methods will now yield the same result.
B) 18 The GUI has been updated to parse a model that uses the IMR parameter (Individual Modal Response) with a spectrum command. This defines additional load cases which can be later included in a combination. Previously, if the GUI opened such a file, as the IMR load cases did not exist, any combination that referenced them would be identified as errors and removed if the file re-saved. Now, the integrity of these combinations are maintained.
B) 19 The analysis engine has been updated to support SET NONOTE to hide the NOTES otherwise reported in the output file.
B) 20 The Pdelta analysis has been updated to address an issue if the end node of a member had an axial release but the start end did not, then STAAD treated it as if there were no release when calculating the PDELTA forces during each iteration. Reverse the member produced the correct results.
B) 21 The GUI has been updated to better handle incompletely defined parametric model definitions. These are automatically created in the GUI, but if modified outside by say editing in Notepad, can result in an incomplete definition which previously would cause STAAD.Pro to crash when loading the data file.
B) 22 The GUI has been updated to display hydrostatic plate loads which have been defined in a reference load case. If the load had been defined in a primary load case, then these were displayed correctly.
B) 23 The routine for merging multiple members into a single member has been updated to ensure that if a beta specification has been applied to the maintained member, then that assigned beta angle is retained for the new combined member.
B) 24 The internal processing of the DELETE command when defined on multiple lines which previously caused the GUI to crash.
B) 25 The GUI has been updated to correctly read a steady state definition which includes the command PRINT HARMONIC DISP ALL which was previously reported as an error.
B) 26 The GUI has been updated to ensure that if a member is deleted that has a temperature load assigned, then the load command is updated to remove that member from its assignment list. Previously this would not be done and thus be reported as an error during analysis.
B) 27 The method used for splitting a tapered member has been improved in the GUI to ensure that the dimensions at the insertion point are proportional to the position of any insertion point.
B) 28 The IS 800-2007 LSD steel design module in the GUI has been updated to ensure that it correctly handles all the options for the cantilever parameter CAN.
B) 29 The sequence of profiles in the W shape table of the AISC standard sections has been revised to sequence sections of the same serial size by their weight.
B) 30 The GUI creation of spring supports has been updated to ensure that when the base units are metric, the values used in the user report are consistent with the values entered in the GUI.
B) 31 The GUI has been updated to handle a command MEMBER TENSION 0 whose purpose is to deactivate any TENSION commands that have been assigned to members in previous load cases.
B) 32 The GUI has been updated to handle an incorrectly defined DAMP command in a CONSTANT block (note this is not when defined as part of an explicit material definition). This is an error as it should be defined as CDAMP and as such any subsequent constant definitions such as BETA would be ignored. Now these commands are processed.
B) 33 The steel design module ASD has been updated to correct the K factor calculation routine for members which have a beta assigned.
B) 34 Wind loads on open structures defined using a member list are now displayed in the GUI. Note however, the definition of the member list is currently only available through the Editor, not the GUI.
B) 35 When assigning a thickness specification to a collection of plates, if the list of plates exceeded 400, then this would be added to the input file as multiple specifications. Now that limit has been enhanced to 4000 plates per specification.
B) 36 The GUI has been updated to ensure that if included in the STD file, when opened the seismic accidental load parameters ACC and DEC are correctly displayed and saved.
B) 37 The Steel Joist Institute has published Virtual Joist Girder tables which have been included as a User Table to assist engineers wishing to model steel joists in their STAAD models. The UPT is located in the \STAAD\Sections folder with the properties defined as GENERAL sections. More details on designing with these sections should be obtained from the SJI at www.steeljoist.org
B) 38 The Brazilian steel database has been updated. New CS, CV and CVS tables added. Additional wide flange S Shape table added. A new Pipe table added. Additional sections added to the angle and channel tables. WH sections renamed to W section in W_H table.
B) 39 The Japanese steel database H shape table has been updated to correct the AX of sections as published by JIS.
B) 40 The Jindal steel database has been updated such that T sections can be defined from sections taken from wide flange section shapes.
B) 41 The P-Delta analysis sheet of the Analysis/Print Commands dialog box has been slightly modified so that it is in line with the default command structure.
B) 42 The ASCE 07 2010 wind loading tool has been updated to remove the reference to the importance factor which is not required in the 2010 version of the code.
B) 43 The dialog 'View>View Management>Add to View' has been updated to ensure that any saved views are named allowing the selected items to be added to the selected view.
B) 44 The GUI tool that can be used to merge members has been updated to ensure that if a material has been assigned to the segmental parts, the material is maintained and assigned on the new combined member.
B) 45 The GUI tool that can be used to merge members has been updated to ensure that if the various parts of the merged member have had selfweight assigned to them, then selfweight is assigned to the new combined member.
B) 46 The display of angle profiles has been updated to improve the orientation of 3D rendering when the file is defined as Z UP with both ST and RA specifications.
B) 47 The US steel database has been updated to correct a few HSS definitions and 5 number 3-1/2 x 2-1/2 rectangle sections have been added.
C) 01 The member query dialog and unity check tables have been updated to ensure that when a design is performed to the AISC 360-10 code where the design includes both strength and deflection checks, these items display the governing condition from both design requirements. Previously only the strength checks were included.
C) 02 The post processing display of stresses on user defined wide flange sections where the two flanges have been assigned different dimensions has been updated to correctly display the stresses on these sections.
C) 03 The Member Query dialog box includes a message to warn that it cannot accurately display graphs of combinations that include SRSS components or references to other combinations that themselves are SRSS results.
C) 04 The Geometry menu of the GUI has been updated to include the 5 different forms of adding solid members graphically to the model.
C) 05 The post processing routine to display a result line through a set of plates has been enhanced to handle results of load cases which include thermal loading.
C) 06 The GUI has been updated to improve the display and reporting of intermediate member displacements when the inertia of the section is very small.
C) 07 The member query routine for members which includes loads from an AREA command has been updated to ensure the correct loading is accounted for in evaluating the intermediate forces.
C) 08 The plate query has been updated to ensure that the values of principal stresses-Centre Stresses are correct and consistent with the values reported in the tables.
C) 09 The AISC N690-1994 design code has been updated to ensure that when the results are displayed in the member query dialog and unity check table in the post processing mode, they report the critical clause if it is due to combined shear and torsion. Whilst this is correctly being accounted for in the design and output file, the post processing did not include this.
C) 10 The display of buckling mode shapes in the post processing mode has been updated to ensure that the the mode shape displayed is always set to 1 when first displaying the mode shape.
C) 11 The member query dialog has been updated to ennsure that if a member is defined as a cable, then due to its non linear behaviour, intermediate results are not displayed as was done previously for deflection results, following the same procedure when querying truss or inactive members.
C) 12 The member query dialog box has been updated to display the results for a design to AISC 360-05 in Kip and Inches for an English base unit system and KN and Metres for a metric base unit system. Previously some values were too large to be effectively displayed in the dialog.
E) 01 The Concrete Mode has been updated by removing the old DD version of Eurocode 2 to prevent confusion with the current EN1992-1-1 version.
E) 02 The EN1992-1:2004 design of columns in the Concrete Design module has improved the calculation of the design moment for slender columns. Whilst the design standard is not specific, common sense suggests that the design moment should never be less than the first order moment. Previously a second order moment added to a moment calculated from the first order end moments, as per the code. Now, this calculated moment is additionally checked against the first order moment and the maximum is used.
E) 03 The Russian concrete design SP 52-101 has been updated to ensure that if a design requires a minimum of 2 bars of a size bigger than in the design brief, then the program reports this a failure. Previously this would cause the design to crash.
E) 04 The RC Designer mode has been updated for axial capacity of columns in ACI 318-05 designs. During calculation of the axial capacity of a column, with biaxial moments, the smaller axial ratio calculated when assessing the two axes independently is taken. However in the case where the moment in one axis is very small, the axial ratio is not actually calculated. The capacity in that direction is now set to a very large value, so that the final ratio is actually the smaller (calculated) one.
E) 05 The Eurocode EN1992-1-1 module in RC Designer has been enhanced with a new National Annex to set the design requirements as per the Malaysian NA.
E) 06 The AIJ concrete design module has been removed from the RC Designer mode.
E) 07 The RC Designer mode has been updated to include a new unit option for setting the unit for slab areas. This has been added to the View>Options>Structure Units
E) 08 The BS8110 concrete column design routine has been improved. Previously in the case where the neutral axis of a column lay outside the depth, the moment due to the concrete compression block was being incorrectly set as zero. This was very conservative, but only affected columns with heavy axial load but small moment.
E) 09 The RC Designer report printing routine has been modified to prevent a crash which occasionally occurred when including shear details.
E) 10 The Eurocode EN1992-1-1 module in RC Designer has been enhanced with a new National Annex to set the design requirements as per the Singaporean NA.
E) 11 The Concrete Design Mode has been improved to handle models with steel physical members defined in the STAAD.Pro file. Previously the members created when the file is reopened in the Concrete mode, the existance of steel physical members would cause concrete members to dissappear from the design list..
F) 01 The RAM Connection module in STAAD.Pro has been updated to version v8.0.1 which includes the following new templates:-
i. US - MEP Knee BCF.con
ii. US - Moment End Plate BCF.con
iii. US - Moment End Plate BCW.con
iv. US - Moment End Plate BS Apex.con
v. US - Moment End Plate BS.con
vi. UK - Bolted End Plate BS Apex.con
2. The following templates are no longer supported:-
i. US - Extended End Plate BCF.con
ii. US - Extended End Plate BCW.con
3. The following sections are now supported:-
i. Canadian W Shape
ii. Canadian M Shape
iii. Canadian S Shape
iv. Canadian HP Shape
v. Canadian Angle
vi. Canadian Channel
vii. Canadian MC Channel
viii. Canadian HSS Round
ix. Brazilian I Shape
x. Brazilian Angle
xi. Brazilian Channel
4. Minor enhancement and bug fixes. Note that it does not support tapered members and Haunched Beam and the connection details are not synced with structural synchronizer ISM ( 3.0 ) "
F) 02 The RAM Connection module has been improved to determine the angle at which members combine when forming a gusset connection.
F) 03 The RAM Connection designs have been updated to ensure that if the sections in the connection include the value of K in the database, then that value is used, if not (such as for UPT sections), then K is determined from the section dimensions.
F) 04 The Ram Connection Mode has been updated to ensure that when pipe sections are used in a gusset connection they are displayed correctly.
F)05 The Ram Connection template file 'Moment End Plate BCF.con' has been updated to correct a reference which caused the application to crash when the template was used.
I) 01 The STAAD.BeEAVA module has been updated to ensure that the heaviest axle can be located as close as possible to the point of interest.
I) 02 The STAAD.Beava bridge deck module has been enhanced to ensure that when a roadway is made up of multiple lanes, the required edge distances are processed for all lanes. Previously, only the lanes at the outsides were being processed correctly any middle lanes (i.e. when there are 3 or more lanes) would not be processed correctly if the distance from the kerb was different to the distance between lanes.
I) 03 The influence surface routine in the Bridge Deck mode has been improved when using the basic solver which was previously not accounting for the bandwidth reduction when processing loaded nodes, thus was not able to display the influence surface.
I) 04 The Bridge Deck mode AASHTO LRFD has been updated to ensure that when a vehicle is located at the edge of a lane it is positioned so that the wheel line is at the side of the lane less the kerb width. Previously the axle was being located at this position.
I) 05 The influence surface generator has been updated to provide assistance for very large models that require more virtual memory than is currently available. If the analysis requires more memory than is available, then this is reported in the output file. Previously this would cause an error and the output file that was being created would be deleted. Now that is being retained and can be reviewed for information on the influence surface analysis process.
I) 06 The effects reported in the STAAD.Beava module have been improved due to an error in unit conversion, however, note that the loads created for a given effect were correct.
I) 07 The STAAD.Pro ISM Module (previously branded as StucLink) has been updated to improve installing and operating on non-English Windows operating systems.
I) 08 The STAAD.Beava module has been improved to handle files which include parametric model sections in the input file.
I) 09 The CIS/2 import routine has been updated to improve the mapping of European angle profiles. Initially these would display as channels, but would display correctly again once the file was closed and reopened.
I) 10 The ISM integration module has been improved to ensure any partial fixity releases (as opposed to full or spring releases) are maintained when a STAAD model is updated from an ISM repository. Refer to the StrucLink ReadMe documentation in the folder \STAAD\Plugins\StrucLink\ReadMe\ which contains full details of a number of other significant update on the ISM interation module.
I ) 11 A beta service has been added to the File menu to allow models to be analysed on a remote server as a job for a scenario as part of a project and the results compared using a scenario manager.
I) 12 A new option has been added to the Configuration>News Channels, to allow the news feed displayed on the Start Page to be turned off. This may assist some users who operate behind a proxy server and would thus fail to successfully get access to the news feed.
I) 13 The CIS/2 import module has been enhanced to handle node names that are defined from a combination of numeric and alphanumeric characters. Also if the CIS/2 file has members defined with the same description which was being used by STAAD.Pro as the member number, then STAAD.Pro will generate a new number for those members. Additionally un mapped wide flange and channel sections are imported into STAAD.Pro as UPT sections. Any members that fail to have any property asssigned will be grouped by the property name given. Finally any CIS name that uses a '*' character will be replaced by an 'x' as * is a reserved character in STAAD.Pro.
J) 01 The OpenSTAAD API function that can be used to create spring support definitions has been updated to handle incomplete support definitions which previously would have caused a crash.
J) 02 The OpenSTAAD function GetBeamSectionName has been updated to ensure that if a section is defined as a double profile, then the D parameter is returned in the section name.
K) 01 The AISC 360-10 steel design module has been enhanced to allow a detailed output in a user report
K) 02 The user report items 'Beam Maximum Axial Forces', 'Beam Maximum Shear Forces' and 'Beam Maximum Moments' tables have been updated to ensure the Max +ve and Max -ve values are displayed in the correct columns.
K) 03 The details of a response spectrum included in a user report have been corrected to show the parameters correctly.
K) 04 Section 18.104.22.168 of the Technical Reference manual has been updated to remove the description of a limitation that is no longer applicable and should have been removed earlier.
K) 05 The Technical Reference manual for steel design to the AISC 360-05 has been updated to confirm that for the design of a single angle for flexure, the parameter “LX” should be used to specify the value of the term “L” in equations F10-4a, F10-4b, F10-5 and F10-6 of AISC 360-05.
K) 06 Table 1-2 of the Technical Reference manual has been updated to better illustrate the orientation of angle profiles when the SET Z UP command has been specified.
K) 07 FLX parameter added to Table 1.3.4 of the Technical Reference manual
K) 08 The notes of section 2.3.4 of the Technical Reference manual have been revised.
K) 09 The documentation for the ASME NF 3000 - 2001 and 2004 codes has been updated to include details on 3 parameters, CAN, PROFILE and TMAIN which were available in the GUI (also documented in the other versions of the code)
L) 01 The licesning of STAAD.Pro has been brought into line with other Bentley applications in that instead of a forced checkout of a STAAD license, usage is logged.
L) 02 European regional design codes and Eurocode have been collated into new Super Code licenses.
Does Staad.pro support W-shape encased in reinforced concrete? On my model, I can assign only one member between 2 points.