STAAD.Pro CONNECT Edition Readme

Known Issues

The following outlines known issues with the current version of STAAD.Pro and suggested workarounds where possible:

Id Issue Suggested Work Around
1088980 The use of the MFACE parameter in the IS 456 design to set the start and end moments for a beam design does not report the appropriate values in the output file. Do not use the MFACE parameter at this time.
1088695 The steel design to EN 1993-1-1 when including torsion in the design fails to convert the parameter EFT for tosional effective length when the current units are not in METRES. If intending to specify the EFT parameter, then use a length unit of METRE with the Eurocode design parameters.
1088661 The IS 801:1975 cold formed steel design routine displays the incorrect slenderness ratio for members that are not subject to axial compression. Additionally, the radius of gyration is incorrectly reported and the warping constant is not calculated correctly if it is not a value that is included in the database table. No workaround at this time.
1087329 When checking joints to clause 7.2 of IS 13920:2016, using the TRACK 4 option, if the beam/column has failed in the design, the joint is not reported as a fail. The design of beams/columns should be first validated as having no failed designs prior to performing the checks to clause 7.2.
1087314 The display of the Time History analysis results for larger models may cause the application to crash when viewing the time dependant results of displacement, velocity or acceleration in the Post Processing workflow. Currently the results for these models, the time dependant results are not available in the post processing GUI, but should be obtained using the SAVE option in the time history definition.
1086041 The GUI display of FLOOR LOADS on large structures that include a large number of floor loads processes the commands slowly and appears that the GUI has hung. At this time it may be quicker to process the floor load commands in the Editor.
1085982 The IS 800:2007 LSD design of wide flange sections that are classified as 'Class 4 - Slender' incorrectly calculates the minor axis compression capacity. No workaround at this time.
1085903 The ACI 318-14 beam design routine includes additional side bars not specifically required by the code in beams < 36 inches deep if there are small bi-axial moments. No workaround at this time.
1081492 Design to AS 4100-1998 underestimates the capacity of a member when compared to designing using a hand calculation. The methods used in the STAAD.Pro AS4100 designs can be conservative compared to calculations performed by hand. No workaround at this time.
1080055 The AS 4100 determination of the nominal in-plane moment capacity using the method for doubly symmetric and rectangular and square hollow sections defined in clause 8.4.2.2 doesn't reduce the capacity of axial load component as the value of beta-m increases for -1.0 to 1.0. No workaround at this time.
1077215 Wind loading on open structures with inclined members assigned with beta angles are not accurately determined. These members should be loaded using a manual method.
1076639 Applying FLOOR LOADS to a part of a model where some of these members have been made INACTIVE will cause the analysis to terminate Ensure the model being analysed does not have INACTIVE members loaded with a FLOOR LOAD command.
1074884 The AISC 360-16 serviceability checks of members defined using profiles from the European steel or cold formed steel databases fail when the checks are included checked as and part of a group check and serviceability is the only check requirement (i.e. defined using an envelope of type serviceability). When designing European sections in an AISC 360-16 check, each member should be designed separately with its own CHECK CODE command.
1072062 The assignment of profiles and materials to models in the GUI which can occasionally cause the application to terminate. No workaround at this time
1070794 Built up sections that are classified as class 4 (i.e. slender) are currently not supported, although results are reported when designed to EN 1993-1-1. Addressed in V22 Update 4
1070791 The IS 801 steel design routine for members specified with a TRUSS specification are incorrectly designed. Addressed in V22 Update 4
1070652 STAAD.Pro fails to start or open any model Addressed in V22 Update 4
1070550 On some systems it has been reported that double clicking the Help>Contents button will cause the application to crash. Addressed in V22 Update 4
1069722 The AIJ steel design code checks on circular hollow sections identifies some non slender sections as slender and will not design them. Addressed in V22 Update 4
1069160 The AISC 360-10 designs using a DG9 torsion option does not support a change to the units in different load cases. When using AISC 360-10 with the DG9 torsion design option, use the same unit system for all load cases.
1068213 When using a dynamic analysis, the definition of a mass model which includes rotational masses reports inaccurate frequencies if a UNIT command is inserted after the loads but before the analysis command. If rotational masses are included in the model, then define all unit commands before the loading definition or after the analysis command.
1067719 The results reported for the member intermediate deflections does not include shear deformation effects and is not as accurate as when the location is defined with a node at the same location. To obtain the most accurate deflection at a given location, a node should be introduced into the model.
1064821 The assignment of support displacements on inclined supports is not applied in their local axis The assignment of support displacements should be on the basis this is in applied in the global axes.
1064765 The method to eliminate shear deformation using the command SET SHEAR is currently not operational. No workaround available at this time.
1052941 The intermediate torsional moment forces reported on a member that has a concentrated moment applied should not be used. Addressed in STAAD.Pro CE V22 Update 3
1052124 The determination of the pure flexure shear stress for the DG 9 torsion checks with AISC 360-10/05 design of single angles has an issue resulting in overestimating the stress. Addressed in STAAD.Pro CE V22 Update 3
1051863 Processing models with multiple response spectrum commands which include torsion options can cause the application to crash Addressed in STAAD.Pro CE V22 Update 3
1050840 The design report of angles to AISC 360-05 or 10 states the pure torsion shear stress as 0.000. Addressed in STAAD.Pro CE V22 Update 3
1049980 The design of unequal angles to AISC 360-05/10 does not correctly estimate the major axis capacity in the check of 'Leg Local Buckling' F10.3 (eqn. F10-7). Addressed in STAAD.Pro CE V22 Update 3
1049969 The report of a design of unequal angle to AISC 360-05/10 may incorrectly classify the section for flexure. Design un-equal angle sections to the AISC 360-16 code.
1049960 The design of angles subject to bending about the geometric axes to AISC 360-05 and 10 is using eqn F10-6b when the toe is in compression. Addressed in V22 Update 4
1039918 A design to IS1800:2007 using results from P-delta analysis does not warn a user that their effective length factors should be set to 1 and will use the values given The engineer should specify the appropriate value of effective length factors for KY and KZ.
1024768 The Eurocode design EN 1993-1-1 is currently designing a section from the Plates/Strips table of the Dutch database is being designed as a box section. Addressed in STAAD.Pro CE V22 Update 3
1022471 The design of members to ASCE 10-97 does not use the parameters NHL, NSF and DBL in the design of members subject to tension. Addressed in V22 Update 4
1022413 In the Earthquake workflow, the calculation of the Elevation Regularity check according to Cl 4.2.3.3 is not reported correctly when the base unit system is set to Metric units. Set the configuration to use English units
1022412 The member forces created by the Wind Loading generator can be inaccurate if the column members have intermediate nodes. Avoid inserting intermediate nodes in columns.
1019936 The report of interaction ratio for columns designed to IS 466 may not be correct. Addressed in STAAD.Pro CE V22 Update 3
1019646 A time history analysis with a missing mass option does not support multiple arrival times. This is currently a limitation and there is no workaround.
1013172 The ACI 318-14 design reports refers to the member index rather than the member id when using a basic output with TRACK 0. Addressed in STAAD.Pro CE V22 Update 3
1002038 The IS 13920-2016 design does not prevent designs being performed on beams/columns when the dimensions of these members do not comply with the limits defined in clause 7.1.1a. Addressed in V22 Update 4
984292 The wind loading routine does not account for beta angles on angle profiles There is no workaround at this time.
979012 Combination load cases that include a reference of another combination that includes response spectrum results cannot include further combinations in that definition. Addressed in V22 Update 4
969176 The output from a Geometric Non-Linear analysis for a structure that has buckled due to the applied loading looks odd. The vast displacements from the analysis indicate that the structure has buckled and this is outside the scope of the GNL solution.
960488 The IS 1800 steel design will terminate if a member is checked that has been defined as INACTIVE. Addressed in STAAD.Pro CE V22 Update 3
932945 The Response Spectrum loading module over accounts the mass participation if the model includes RIGID FLOOR DIAPHRAMS. Do not use RIGID FLOOR DIAPHRAGMS in a model that used the SNiP or SP 14.13330.2011 response spectrum load cases.
921025 Including design code checks from different countries/versions in a single run can cause the analysis to hang. Addressed in STAAD.Pro CE V22 Update 3
919035 The interaction check to clause 8.4.2.2 uses the unfactored axial capacity in determining nominal in-plane member moment capacity. Was not an issue
909247 Wide flange sections designed to the NZ 3404:1997 code do not include the alternative method in clause 8.4.2.2 to determine the member capacity. Although this complies with the requirements of the code, this may produce a conservative design. No work around is available at this time.
891266 When using a model with tapered tube members which have relative large differences in stiffness compared to the other members they are connected to, then this can result in loss of accuracy as reported in the static check. Addressed in STAAD.Pro CE V22 Update 3
877124 The post processing reports shear forces for members defined with a TRUSS attribute when subject to member loading such as self weight. The shear forces reported in the post processing should not be used. Note that the program simply distributes any loads to the ends of the member so that it is accounted for in the overall analysis.
821604 The OBLIQUE option used in a Russian wind loading command does not produce the forces in both X and Z directions Option removed from program
820613 The slenderness checks in the ASCE 10-19 code report as 0.000. Addressed in STAAD.Pro CE V22 Update 3
820154 The Russian concrete design code SP63.13330.2012 does not provide reliable column results No workaround at this time
817963 The Russian concrete design code SP63.13330.2012 does not provide reliable beam results No workaround at this time
814399 If a FLOOR Group is badly defined, i.e. includes members not in the floor, and FLOOR LOADING is assigned to this group, the analysis might not identify and report the error. Non issue
800498 STAAD.Pro crashes when displaying time history layouts with models using a custom curve of more than 499 points on the curve. This is outside the scope of the program and the curve should be simplified to no more than 499 data points.
799508 The design of concrete columns to IS 456:2000 uses the forces from the end with the larger axial force. The end with the smaller axial force may be a more onerous condition. Non issue
792076 The wind loading routine when applied to an open structure, does not double the load on members defined as double channels where the load is applied to two flanges. Addressed in V22 Update 4
789312 The design of members to the Norwegian code NS 3472 does not use the user specified values of CY or CZ for the buckling curve coefficient in the design. Non issue
781650 The member query tool report of intermediate section forces for a tapered tube are not accurate. Refer to the post-processing tables or graphs to obtain the member intermediate results.
741714 The display of the displacement over time for a node during a time history load case does not always display on a suitable vertical scale. select the node first on the graphical display, then reload the layout by selecting the option from the ribbon.
684616 The seismic loading routine for the NRC 2005 is treating the input of CT as metric even if the model is using English units. Addressed in V22 Update 4
682414 Models with ENFORCED supports and multiple analysis commands terminates prematurely when being solved with the basic solver whilst solving the triangular factorization. Addressed in V22 Update 4
677532 The design of concrete columns in bi-axial bending to IS 456:2000 an underestimate the moment capacity about the major axis and produce an extra conservative design. Incorrect error report
669970 Deflection checks for the Russian steel code SP 13330.2011 can obscure the location and values of the most significant force checks if the ratio of the deflection check is largest. Do not include deflection checks with the Russian steel design code, just design to the force requirements. Perform a second design to the BS5950 code with the TRACK 4 option.
633765 Creating a mesh with a parametric model using the 'basic', i.e. triangular elements fails to include all the defined density points into the mesh when the application base units has been set to 'Metric'. Close the model, set the configuration base units to 'English', open the model and create the mesh. Save and close the model, reset the base units to 'Metric'.
566367 There is no report to the user of the structure dimensions used when determining the Russian wind loading module. This can result in the loading only being calculated based on the dynamic pulsation rather than both static and dynamic effects. SP 20.13330.2011 has been deprecated
566360 Including multiple versions of the Russian wind loading definition causes the analysis to terminate. SP 20.13330.2011 has been deprecated
491496 ASME NF 33.21.1(b) defines a limit on the allowable stress of 2/3 the critical bending stress to avoid column buckling in compression members due to local instability with a compression flange in flexural members and web buckling in plate girders. This is not included in the current code checks. An additional test to verify the clause requirements have been met has been introduced in V22 Update 4
481464 The local member deflection reported in the Member Query dialog does not include the effect of applied one-way loading. Obtain details of displacements for members displayed in the Post-Processing table in the Displacements Layout
475545 The design of members to the Russian steel design SP 20.133300 does not use the Slenderness in the GUI. This is by design. The details of the Russian steel design should be verified from the details in the output file.
394532 The displacement reported in the member query dialog box for cold formed tubes is not consistent with the analysis results. Obtain details of displacements for members displayed in the Post-Processing table in the Displacements Layout
340080 The intermediate member displacement reports for members located a vast distance from the origin (in excess of 1000m), are not reported accurately. Relocate the model closer to the origin.
256989 The current user report does not include details of the various Static Seismic Load definitions that can be defined in the model when the item Load Generators and Loading Items is included in the report. Details of the static seismic load generators should be obtained from a printout of the input file or output file.
256987 The User Report currently does not include the following data Definitions (Load Generators) 1) Snow Load, 2) Seismic - Floor weights, reference loads, element weights, 3) Pushover definitions , 4) Direct Analysis definitions, 5) Time History Definition Spectrum, missing mass, cdamp/mdamp option? Loading data 1) Seismic load, 2) PMember loading is combined into a general member load, 3) Floor Load, 4) Snow Load assignment, 5) Response Spectra Assignment for code based methods, 6) Temperature load - lateral, 7) Time History assignment factor and rel/abs, Details of the static seismic load generators should be obtained from a printout of the input file or output file.
256969 An analysis run on a model which has multiple analysis commands and where the state of plates changes from being INACTIVE to ACTIVE, non-zero results for the plates are reported in the output file (and displayed in the post processing workflow) for load cases where the plates were INACTIVE. Define a group for plates that are valid for given load cases and use this as a range option in the post processing. For the output file, use the print commands for each set of load cases immediately after the analysis command before using the CHANGE command to reset the status of the model.
256719 The Tools>SQL Query>Advanced Query method for obtaining steel design output does not format onto standard pages for printing. Not an issue in STAAD.Pro CE
256448 There are currently a number of undocumented OpenSTAAD functions for accessing User Table details in the STAAD model that are displayed when browsing the OpenSTAAD functions. These are incomplete and should not be used at this time.
256270 The ISM interoperability does not import/export the coefficient of thermal expansion (alpha) in the correct units. The details of materials imported from an ISM repository should be checked that the correct unit has been used with the alpha coefficient.
256009 The design of some US Tee profiles are not supported in the Steel Design Mode. Steel Designer is not a part of the STAAD.Pro CE UI
255693 The Tools>SQL Query>Advanced Query method for obtaining Node Displacements does not display negative values. Not an issue in STAAD.Pro CE
255402 The wind loading routine when applied to an open structure, does not double the load on members defined as double angles where the load is applied to two flanges. Addressed in STAAD.Pro CE V22 Update 3
255348 Currently, whilst STAAD.Pro allows section profiles and define a new set of load cases, it is not possible to redefine the material constants. Each set of material constants must be defined using a separate analytical model.
254888 The post processing routine cut-line command does not support the results for response spectrum load cases or combinations that include response spectrum. Obtain results for plates/surfaces using the tables.
254887 Files with large numbers of beams/elements that include design parameters are separated into multiple commands if the member list includes a number of gaps and requires the list to be continued over multiple lines. The members associated with common design parameters should be where possible numbered consecutively.
254014 When the members used in a deflection check with the Canadian CSA S16-09 and 14 codes, have been defined using DJ1 and DJ2 (to determine the physical length) are not all co-linear, the calculated deflection can be greater than the actual length and result in a conservative design. Addressed in STAAD.Pro CE V22 Update 3
253372 Slabs exported to RAM Concept which vary in thickness are created in RAM Concept having only a single thickness. No longer an issue
253279 The Member Query dialog box does not display the forces correctly for load cases analysed with a non linear analysis such as Direct Analysis, P-Delta and GNL where secondary effects need to be considered in establishing the changes of force along the member length. The member results should be obtained from the Post Processing mode, Beam>Graphs page.
253023 The GUI display of the database sections shear areas AY and AZ, may differ from that used during analysis. addressed in V8i SS6 Sp3
252730 The Member Query dialog box does not display the forces correctly when the selected member has offsets defined The member results should be obtained from the Post Processing mode, Beam>Graphs page.
251179 The tool Geometry>Mirror is used with the option 'Mirror Member Orientation', the member orientation is not being assigned to match a mirror of the original. Do not use this option, but simply perform the mirror operation, select the new members and use the tool in the menu Tools>Redefine Incidence to swap the member ends.

Latest Known Issues

Additional issues that are discovered after the program has been formally released will be posted online in the BE Communities website STAAD.Pro Known Issues in the TechNotes and FAQs section.