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Tekla Structural Designer 2017i release notes

Last updated January 19, 2018 by Tekla Structural Designer Development Team tekla-product-development-tsd-team-ug@trimble.com

Tekla Structural Designer 2017i release notes

Please note

It is intended that Tekla Structural Designer 2017i will be the final version that supports 32-bit operating systems. Read more.

This release will upgrade your Tekla Structural Designer installation to version number and should be installed to ensure optimum function of the program.   It includes a number of significant new features together with several enhancements and issue resolutions as detailed below. 

Update: 18th January 2018

The release now includes Service Pack 3 and will upgrade your installation to version Please read the related Service Pack release notes to find out what updates have been included since the initial release.

If you are upgrading from a version earlier than the most recent Tekla Structural Designer 2017 SP4 (version you can find details of enhancements and fixes included in all previous releases in Tekla User Assistance (TUA) and Tekla Downloads via the links below. 

Licensing & Installation


  • New Licenses - no new license is required for this version. 


  • 32-bit version - it is intended that this will be the final version that can be installed on 32-bit operating systems. Read more.
  • Previous Versions and file compatibility - to aid with transition, this release will install alongside existing versions and does not replace them.  Files from all previous versions can be opened in Tekla Structural Designer 2017i however note that, once saved, they cannot then be opened in an older version.  If you wish to retain this option we therefore recommend using the File > Save As… option to save a new version of the file in Tekla Structural Designer 2017i retaining the original.
  • Material and Section Databases - in this release the Database includes new types/properties which are required for the new features and enhancements.   A message that a new database is available will accordingly be displayed in the Process Window when this release is installed and run for the first time.  Your local databases should then be upgraded as follows;
  • Open “Materials” from the Home Ribbon, select the “Sections” page in the list of options, click the “Upgrade” button, then click this button again in the subsequent “Upgrade Database” dialog.  Repeat this process for the other databases (Material, Reinforcement...etc ) to ensure all your databases are up to date.

Issues with Associated Bulletins

  • Concrete Wall Design -  Head Codes BS (all countries ) and Eurocode (all countries) - this issue relates to Imposed Load Reductions and would only occur where these were enabled for one or  more Imposed type load cases.  The concrete wall properties setting for floors to be counted as supported, although active during program operation, was not preserved by saving.  Hence, when a file was closed and reopened, any edited settings would be reset to their original values.  If missed by the engineer, this could produce an unconservative result.  For more information please see Product Bulletin PBTSD-1709-1 (53477).
    • The issue is fixed in this release.
  • Concrete Wall Design - All Head Codes - Restrained Floors - the concrete wall properties setting for the wall to be considered as restrained at a floor level, although active during program operation, was not preserved by saving.  Hence, when a file was closed and reopened, any edited settings would be reset to their original values.  If missed by the engineer, this could produce an unconservative result.  For more information please see Product Bulletin PBTSD-1709-2 (53478).
    • The issue is fixed in this release.


General & Modelling

Performance Enhancements

  • For certain models containing concrete walls significant improvements in design speed can accrue from the new wall modelling enhancements - see below for more.

Steel Members - Compound Sections:

  • Both Rolled and Plated Compound sections can now be created and applied to steel members.  A comprehensive list of predefined compound section types is available which includes many common arrangements such as; Rolled I sections with plates to the bottom, top or both flanges; rolled channels toe to toe and back to back and with or without plates; rolled angles and steel joists in a star arrangement.
  • Compound Sections are added to the steel section Database via Home > Materials > Sections >  Manage Sections .
    • No section sizes are pre-loaded and so all those required are added by the engineer.  Each section type has a simple definition dialog in which the required rolled sections and plate dimensions are entered to create a new section.
  • When applying or adding sections within a model, the member’s Fabrication is first set to “Plated” which enables the option of applying a compound section.
  • Members with compound sections applied will participate fully in analysis but are not (with the exception of plated beams designed to Eurocodes or British Standards) currently designed.
    • Note that the new compound section types are are added to the Section Database and so this must be updated in order to see them.   A message that a new database is available will accordingly be displayed in the Process Window when this release is installed and run.  The Global section database can then be upgraded as explained in the Installation section of the Release Notes above.

Concrete Wall Modelling Enhancements:

  • A new common underlying wall object is now implemented for all types of structural walls - concrete (both meshed and mid-pier) and bearing - which brings a number of enhancements and improvements.
  • Existing models created in earlier versions are automatically converted to the new modelling object when opened in the new version.  Since the underlying changes are extensive in many instances it will not be possible to preserve existing analysis and design results for walls following this conversion.  Where this is the case a warning will be displayed to this effect in the Process Window and the Analysis and Design must be re-performed (53806).
  • For both FE and Mid Pier walls;  the splitting of walls into panels now occurs only where beams/ slabs connect to the wall at levels, rather than as formerly at all levels set to be a floor (those for which the “Floor”attributed is checked on) regardless of the existence of connecting members .  This makes the method of dividing walls into panels (between floors) consistent with the manner in which columns are divided into stacks.  For some models/ geometries this will produce a simpler arrangement of fewer wall panels thus simplifying both the wall design and detailing.
  • The creation of wall beams has been improved to make their placement common for all wall types and remove some validation issues such as:
    • Mid-pier walls supported by beams which produced invalid overlapped wall and member elements.
    • Meshed walls supported on two or more shorter meshed walls, or partially by a shorter wall and beam which produced invalid overlapped wall and member elements.
  • Wall Properties and Edit dialog are significantly simplified and rationalized to aid editing.
    • The list of “Levels” is removed and replaced by simpler and easier to edit “Count the floor as being supported” and “Restrained” settings listing all appropriate levels.  “Restrained” lists only levels with a connecting member.
    • There is a common setting for automatic generation of Wall supports (as was implemented first for bearing walls in v2017)
    • A new main “Wall type” property allows concrete walls to be changed to bearing and vice-versa.  Hence the “Use Mid-pier” tick box is now removed.
    • Individual wall panels - rather than the entire wall - can now be graphically selected for editing (in a similar manner to individual members of a truss).  Several panels can also be selected in this manner.  The selection’s properties are then displayed for review/ edit en-masse in the Properties Window.
  • Wall openings now function in a similar manner to slab openings - they are a separate entity and are no longer listed in wall properties.  There is a new dedicated Wall Opening button on Model ribbon for creating openings (only operative in a 2D Frame view).  Openings are created with 3 clicks - to define a reference point and opposite corner points - in a similar manner to slab openings.  Openings can now be both moved and copied and their location and dimensions can be edited via the Properties Window.
  • Changes are made to the direction convention for walls and some inconsistencies addressed:
    • The direction of the wall is now always established by the order of points selected when it is created:
      • When created in a 2D plan view the first point clicked is the wall start and the second the end.    The direction of the wall is then from point one to point two.  The ‘front’ of the wall is the surface being viewed when in elevation with the wall direction from left to right (i.e. the first point clicked is the bottom left corner of the wall).
      • When created in a 2D elevation or 3D view, four points are selected to define the wall corner points and again the order of of selection determines the wall direction; when viewing a face of the wall, when the order of selection is anti-clockwise the wall direction is from left to right in that view and the face viewed is the ‘front’ face.
    • Previously:
      • The wall direction was not established by the order of the points clicked.
      • The front and back faces were the opposite of the new convention.

New United Arab Emirates (UAE) Regional Settings

  • The following enhancements result from requests by customers working in/ on projects in the Middle East region where it is common to design to US codes using ‘UK’ sections.
  • A new UAE Settings Set is added to the Region/Country settings.  This can be selected as the default on first run, or Imported via Home > Settings > Settings Sets > Import….  When active  this sets Default settings to a hybrid of the existing US Metric and UK Settings as follows:
    • Head Code = United Stated (ACI/AISC)
    • Units = Metric
    • Concrete Design Options > Country = UK
      • Design defaults to the Reinforcement properties in the Materials Database for Head Code US and Country UK
    • Section Defaults
      • Defaults to the UK sections where appropriate (e.g. for steel beams, columns, braces..etc)
    • Section Order Defaults
      • Defaults to the UK section orders where appropriate
  • New properties are added to the Materials Database
    • Extra classes and bar sizes are added (for UK steel material design properties and bar sizes) in the Reinforcement database for Head Code = US and Country = UK.
      • Note that you must upgrade your databases to make these available - see the Installation section of the Release Notes for how to do this.
    • Note that UK steel grades are not added to the Material database for Head Code = US.  Hence the default settings will be UK sections using US steel grades.  If desired, the engineer can add UK steel grade properties to the US Steel database via Home > Materials > Material.


Single Angle Deflection Analysis (All Headcodes)

  • Single angles are asymmetric sections hence their ‘geometric’ major and minor axes (parallel/ perpendicular to the angle elements) do not coincide with their principal axes.  While (transverse) loading typically occurs about the geometric axes, the strength - i.e. the displacement response - is controlled by the principal axes properties.  Hence single angle members can displace not only in the loaded direction, but also lateral to this in accordance with the principal axes stiffness.
    • Previously the analysis did not consider this phenomenon - displacements were calculated only about the geometric axes using their properties and could thus be underestimated.
    • An enhanced Load Analysis now caters for this phenomenon and determines forces and displacements in the major and minor principal axes.  This involves complex mathematical transformations of load and results to and from the geometric and principal axes.  The global resultant displacement is also calculated and displayed in the global deflection diagram.  This new analysis is applied in the following circumstances:
      • Characteristics of; Beam, Truss Member Top  and Truss Member Bottom.
      • Top Flange Continuously Restrained = No (behaviour is as previously when set = Yes)
    • The Load Analysis view includes new options to view results about the major and minor principal axes.
      • Note - these are enabled only when new is analysis applied in the circumstances listed above.


Seismic Loading Enhancements

  • The UBC 1997 Seismic Loading Code is added to the Seismic Wizard.  This applies only for the US Head Code and is activated by setting the Seismic Loading code = “UBC 1997” in Model Settings > Design Codes > Action Codes.
    • The fundamental operation of the Seismic Wizard for this new code is the same as for previously available codes.  However see below for general changes to the Wizard, some of which affect all Head Codes.
  • Seismic Wizard Flexibility Enhancements: A number of Countries/Engineers use the US Seismic Loading Codes and adapt them in various ways to suit their own needs.  New features have been added to the seismic wizard for all seismic codes to accommodate this and increase their general applicability.
    • All Head Codes/ Seismic Loading Codes:
      • The Seismic Combination Generator includes a new Checkbox option to keep existing Seismic Combinations from a prior run of the Wizard (14016).
        • Note this includes a warning that some factors may no longer be correct after rerunning the Wizard and so this should be checked.
      • A comprehensive new “Localization” dialog is added to the Wizard (displayed after specification of the Effective Seismic Weight combination).  This adds considerable flexibility for user-defined control of key seismic loading parameters.
        • The main control is a single Checkbox to enable or not any Localization options.
      • When enabled, the following parameters can be edited directly as the engineer requires (where appropriate separate options are included for each analysis direction):
        • Scale Factor between elastic and design (reduced) spectra.
        • User defined Static Base Shear.
        • Eccentricity for Accidental Torsion.
        • Vertical seismic load effect combination factor.
        • Skip seismic drift checks (Check box - default is off).
        • % Mass participation for RSA (only when RSA method selected).
        • Scaling of Forces (only when RSA method selected).
        • Scaling of Deflections for Drift Checks (only when RSA method selected).
    • US Seismic Loading Codes:
      • Site Specific Spectra (user Defined) - further options are added to the definition of a site specific spectra curve:
        • Sloped 2nd Segment Checkbox.  Applies only to ASCE7 and is added principally for design of projects in Thailand.
        • Horizontal 4th Segment Checkbox.  Applies to both ASCE7 and UBC and is added principally for design of projects in Taiwan.
      • Importance Factor - an Override Checkbox is now included to allow a user-defined value to be entered.  Applies to both ASCE7 and the new UBC.

Snow Loading Wizard

  • A comprehensive new Snow Loading Wizard is added for the US ASCE7-05 and ASCE7-10 codes and the Eurocode for the UK and Irish National Annexes and Recommended Parameters.  This is similar in concept and operation to the Wind Wizard and operation is broadly similar for all loading codes.  As with the Wind Wizard, the engineer begins by ‘cladding’ their structure’s roof areas with roof panels to which snow loading will apply.
  • A new Snow Load button group is added to the Loading Ribbon from which the Snow Wizard is launched.
    • The Wizard steps the engineer through required data input and nomination of the Snow Load Cases to be created.
    • Once completed, a ‘Snow Load model’ is created which comprises all the site-specific data entered in the Wizard and the generated Snow Load Cases.  There is a “Delete Snow” button to clear all this data and load cases and begin again if necessary.
    • Changes in roof geometry are accommodated by clicking the “Update Snow Loads” button after making any such changes.
    • The Wizard can be run again to change data for the existing model and applied load values are automatically updated accordingly.  Any user overrides are maintained also if this is done.
  • For the Eurocode the following Load Cases can be created (each for up to four wind directions):
    • Undrifted Snow Load (Cases A-1, B1-1, B1-3, B2-1, B3-1, B3-3)
      • Loads are applied automatically to all roof panels.
    • Drifted Snow Load (Cases A-2, B1-2, B1-4, B2-2, B2-3, B3-2, B3-4)
      • Loads are applied manually but intelligently* to user-selected roof panels.
  • For the ASCE7-05 and ASCE7-10 Codes the following Load Cases can be created:
    • Minimum Snow Load
      • Loads are applied manually but intelligently* to user-selected roof panels.
    • Balanced Snow Load
      • Loads are applied automatically to all roof panels.
    • Unbalanced Snow Load x number of wind directions (up to four)
      • Loads are applied manually but intelligently* to user-selected roof panels.
    • Drift Snow Load x number of wind directions (up to four)
      • Loads are applied manually but intelligently* to user-selected roof panels.
    • Rain on Snow Surcharge
      • Loads are applied automatically to all roof panels.
  • *Where loads are applied manually these can be of three kinds, each having a separate command button; Uniform, Valley and Local Drift (caused by obstructions).
    • To apply these the engineer; first clicks the appropriate button to begin the command, enters any required data in the Properties Window (such as Drift type, obstruction height and adjacent roof slopes and dimensions) then selects (clicks on) a roof panel to apply the load.  The actual load values are then automatically and intelligently calculated from the Snow Wizard data and applied.
    • These loads, and automatically applied loads, can then be selected and their properties manually reviewed/ edited via the Properties Window.  This includes a manual override for the calculated load values.
    • For Valley snow, the program automatically detects roof panels which form a valley and only these can be selected.  Either panel of those forming a valley can be clicked to apply the load - the panel thus selected is then set to be the Left (L) panel of the valley.
    • For drift loads, additional steps are required when selecting a roof panel; the engineer first specifies the edge of a roof panel at which the drift forms by clicking adjacent to that edge (the currently nominated edge is highlighted in red prior to clicking as the cursor is moved over and within a panel).  Two further clicks are then required to define the start and end of the drift along this edge.  Upon the final click the load is added.



Interactive Concrete Member Design Enhancements

  • The interactive design dialog for concrete beams, columns and walls has been improved in line with customer feedback.  A number of new features are added to facilitate rapid assessment of different design options and rationalization of section size, grade and reinforcement throughout a selected member.
  • The interactive dialog for all concrete member types now has a single page summarizing the status of the design and the governing ratio
    • For concrete columns this page also features an option to change the section size and/ or grade of all stacks in one operation (13283).
  • The option to change the section size and/ or grade is also included on the dedicated page of each stack/panel of concrete columns and walls.  For concrete columns the section and/ or grade can be edited, while for walls the thickness and/ or grade can be edited.
  • A new Copy Properties command is also added to this page allowing the copying to other stacks/ panels of any and all of; section size (thickness for walls), grade and reinforcement.
    • The copy command also includes an option to auto-design the reinforcement of stacks/panels where the section is changed by the copy operation but reinforcement is not copied.
    • Note that reinforcement can only be copied to other stacks/ panels with the same section/ thickness.
  • A new Autodesign Stack/ Panel command is also included on the dedicated page of each stack/panel of concrete columns and walls.  This command runs full reinforcement autodesign for the stack/ panel starting from minima.

Pad Foundation Design Enhancements

  • A number of enhancements have been made to address scope issues generally relating to lightly loaded pad bases.
  • For All Headcodes:
    • New - Option to resist sliding by other means
      • A new tick box option “Sliding... prevented” is added to the base properties for circumstances such as bases attached to a floor slab for which the engineer considers a sliding check need not be performed.  Separate settings are provided for the X and Y directions.  When activated the design shear force is set to zero for the nominated direction(s) so no sliding and associated checks are undertaken (13577, 13691).
    • New - Option to resist overturning by other means
      • This new option “Overturning...prevented” is enabled when the“Sliding... prevented” option is turned on and can be checked on at the engineer’s discretion if they do not wish the overturning check to be performed.  Again separate settings are provided for the X and Y directions.  When set to on the design moment is set to zero for the nominated direction(s) so no associated checks are undertaken..
    • Enhanced autodesign to consider sliding
      • Previously, sliding was a final check after auto-design (for base size) was performed for other criteria such as bearing resistance.  This could result in a fail status where all other checks were passing.  Now auto-design can increase the base depth if necessary to find a passing size where possible.
    • Adjustment to Auto-Design for beyond scope situations
      • When a solution cannot be found, rather than ending with the largest allowable base size (Design Options > Concrete > Foundations > Isolated Foundations > Foundation Size > Max depth and Side lengths) the final condition step back to the dimensions for the first “out of scope” situation.  This will generally be of more reasonable proportions and give the engineer a clearer understanding of the governing criteria.
  • For US and BS Headcodes (all countries):
    • New - Ignore small shear forces at pinned bases
      • 3D analysis will always develop small shear forces at pinned supports – in two directions - which can over-complicate the base design procedure and results.  In many circumstances these forces would traditionally be ignored by engineers or not even evaluated by hand methods.  Accordingly a new option is added for the engineer, at their discretion, to set an ignorable % of passive pressure value for pinned bases.  This defaults to 1% and is found in Design Options > Concrete > Foundations > Isolated Foundations > General Parameters > Pad Base Shear Reactions at Pinned Bases.
    • Adjusted calculation of design forces
      • Previously, the method of determining a design base pressure distribution for base (internal) design forces calculation ignored foundation selfweight, soil selfweight, dead or imposed load surcharge.  Provided all the pressures determined were ≥ 0 this was valid as these loads do not generate bending or shear in the base.  This would be the case for most models/ bases, but not those which were sufficiently lightly-loaded such that some pressures were < 0.   For such cases this could lead to design being beyond scope and failure of auto-design to find a reasonable solution for size.
      • The full pressure profile is now calculated and then reduced (for the effects of foundation selfweight, soil selfweight, dead or imposed load surcharge) to calculate the design forces.  This means it can now cater for situations where full pressure is ≥ 0, but the minimum design pressure can be < 0.
      • In addition to this - for situations which were previously beyond scope - a warning is now displayed if top reinforcement is needed but none is provided.  If the engineer then adds top reinforcement this will switch off the warning.  No top reinforcement design is performed – it is assumed  that the engineer has provided sufficient.  We would note that the requirements in such situations are typically negligible and any amount of reinforcement - e.g. the code-stipulated minimum - is likely to be adequate.
  • For Eurocode Head Code (all countries):
    • New - Presumed Bearing Resistance Design
      • A new Design Options Setting is added to check against a “Presumed Bearing Resistance” to EN 1997-1 cl.
      • When enabled there are no “STR” and “GEO” capacities set in base properties  – instead the engineer enters a “Presumed bearing resistance” value which is then checked against design pressures from SLS combinations.
    • Varying pressure distribution for design forces
      • Previously the rectangular stress block pressure distribution required and calculated for the ultimate limit state (ULS) bearing pressure checks was also used for base (internal) design forces calculation.  This is amended to use a varying pressure distribution making it the same as for BS and all other headcodes.

Head Code BS (All Countries)

Steel Design - Double Angles and Tee sections  - Design for bending. 
  • Most double angle and tee sections are Class 4 (slender) sections in bending.  This is catered for in the new design for both section types.
  • To cater for slender section design an effective cross section approach is used.  Additional design moments resulting from the shift in centroid of the effective cross section are calculated and included.
  • The following member characteristics are designed; Beam, Truss Member top and bottom.
  • Intermediate Lateral Torsional Buckling (LTB) restraints are omitted - the member can only be either fully restrained or unrestrained for LTB.
  • Current scope and limitations:
    • Tee sections are designed for; Axial Tension and Compression; Major, Minor and Biaxial Bending and Shear; Combined Axial + Bending; LTB and Compression Buckling; Combined Buckling.
    • Both double angles and tees subject to moment + high shear are beyond scope, as are LTB and Combined Buckling checks a for double angles.
      • It should be noted that some of the above limitations are due to limitations in the design code itself and currently available guidance.

Head Code Eurocode (All Countries)

Steel Design - Single Angles, Double Angles and Tee sections  - Design for bending. 
  • Many Single angles, and most double angle and tee sections are Class 4 (slender) sections in bending.  This is catered for in the new design for both section types.
  • To cater for slender section design an effective cross section approach is used.  Additional design moments resulting from the shift in centroid of the effective cross section are calculated and included.
  • The following member characteristics are designed; Beam, Truss Member top and bottom.
  • Intermediate Lateral Torsional Buckling (LTB) restraints are omitted - the member can only be either fully restrained or unrestrained for LTB.
  • Current scope and limitations:
    • Angle sections are designed for; Axial Tension and Compression; Major, Minor and Biaxial Bending and Shear; Combined Axial + Bending; LTB and Compression Buckling.  Combined Buckling is beyond scope.
    • Double Angle and T sections are designed for; Axial Tension and Compression; Major, Minor and Biaxial Bending and Shear; Combined axial + bending; Compression Buckling.  LTB and Combined buckling are beyond scope.
    • Members subject to moment + high shear are beyond scope for all these section types.
      • It should be noted that some of the above limitations are due to limitations in the design code itself and currently available guidance.

Head Code US

Steel Design - Design for Torsion:
  • Steel beams subject to torsion can now be designed for AISC 360-05 and AISC 360-10 for both LRFD and ASD.  The design method follows Design Guide 9 (DG9). 
  • The design caters for torsion combined with other load effects; torsion + axial load and/or moment (biaxial) and/or shear (biaxial).
  • The following new properties to control the check are listed under the “Torsion” heading in the beam properties:
    • “Check for torsion” (default is ON)
    • “Apply rotation limit” + limit value entry box when enabled (default is OFF).
  • The new design applies for the following settings and circumstances;
    • Characteristic; beam.
    • Sections; Doubly-symmetric I-sections (W, M, S & HP) and structural hollow sections (HSS).
    • Single span beams.
    • Pinned end connections only.
  • The scope and procedure differ for open (I-sections) vs closed sections (HSS):
    • Open sections; are only designed for torsion resulting from loads applied directly within the beam span.  This includes loads applied by members connecting with the span.  This applies to both the torsion force and rotation limit checks.  Torsion resulting from loads applied outside the span is termed ‘inherent’ torsion.  When this is detected no checks are performed and a warning is issued.
    • Close sections;  the torsion forces check is applied for both inherent torsion and that deriving from loads applied directly within the beam span, acting either singly or together.   However, if inherent torsion is detected the rotation limit check is not performed and a warning is issued.
  • The Load Analysis view includes new features to calculate and report the angle of twist θ and, for open sections, its 1st, 2nd and 3rd derivatives θ’, θ’’, and θ’’’ which are required for the torsion design.

Head Code India

Steel Design Enhancements. 
  • Slenderness Ratio
    • IS 800: 2007 restricts the slenderness ratio for members subjected to axial load (tension / compression).  This ratio is calculated and checked and is also included in auto-design routines and sections selected to pass this criteria.
    • A new entry in the design details gives the slenderness ratio limit for the various load combinations checked.
  • Single angle – axial compression
    • For single angles subjected to axial compression in trusses IS 800: 2007 cl is implemented to calculate the design compressive stress ‘fcd’ for a member loaded through one leg.
    • A member property for the nature of end connection is included - either bolted or welded.
      • For bolted it is assumed to be hinged with number of bolts at each end n ≥ 2 and for welded it is assumed to be fixed.
      • The values values of constants k1, k2 and k2 are then intelligently calculated based on this setting per IS 800: 2007 cl Table 12.
  • Seismic Design
    • A warning is now displayed for OCBF and OMF in zone I with importance factor > 1 or in zone III & IV as per IS 800: 2007 cls and
    • For brace members of an OCBF the failure criteria - utilization ratio (P / Pd) - of bracing member is revised to 0.80.
    • For beams of OMF’s detailed calculations are given for Mpc & Mpb in design details.  These follow AISC 341 -10 as an explicit derivation is not given in the IS code.


Planer Drawings - Enhanced Control for Non-concrete Members

  • New controls are added for the 2D-text displayed in all Planar drawings for Non-concrete Beams, Braces and Columns .   These are found on the page for each drawing type in Draw > Edit > Drawings > Options > Planar Drawings.
    • New member Mark (reference) and Attribute Position controls are added for all these member types to position the text either above or below the member in the drawing (both cannot be at the same position).
      • There are additional separate controls for the Column attribute position in both elevation (Above/Below) and cross-section (To the right of or Below the Mark).
    • New Beam attribute controls are added to turn on/off text for Grade and Transverse Reinforcement (the latter for composite beams).
    • A completely new settings tab is added for Braces which includes the position controls discussed, as well as an on/off control for text for Grade.
    • An on/off control for text for Grade is also added to the Column settings.
    • These new setting are also applied to the Plan drawing superimposed on 2D views (via Scene Content > Plan)

Enhancements & Fixes

General & Modelling

  • Review View - Show\Alter State:
    • Wind Drift - a new attribute is added to graphically review and edit columns for which a Wind Drift check is activated.   The check Wind Drift Attribute can be applied to individual column stacks as well as the entire column in a single operation by activating the “Entire element” check box.
    • Fixed\ Pinned Attribute - the end condition of beams in levels set to be identical could be set as different using this command.  Fixed\ Pinned edits made to beams in any such level are now replicated in all other linked identical levels (53708).
    • Deflection Limits Attribute - Copy Mode - a program error could result when copying deflection limits to other beams via this command (53789).
    • Auto\Check Design - Concrete Walls were not displayed when the “Show” filter was set to either On or Off.  This occurred regardless of the Autodesign On/Off setting of the walls  (53704).
  • BIM Integration:
    • Export to Tekla Structures and Revit - Continuous Members - new “Structural BIM” Settings are added in both Model Settings and Global Settings to control how continuous members are handled by the export and how reinforcement data is exported:
      • Structural BIM > Export > Continuous Objects - these settings apply to columns, beams and walls and consist of check boxes to turn on/off the generation of “separate objects” for each stack, span and panel respectively.
        • For columns and beams separate controls are provided for concrete, steel and other material members.
        • For walls separate controls are provided for shear and bearing types.
        • In general the default settings replicate previous behaviour, the exception being continuous steel beams.
      • When ticked ON  - E.g. for concrete columns , separate column objects will be generated - in Tekla Structures for example - for each stack of a concrete column which is continuous in Tekla Structural Designer.
      • When ticked OFF e.g. for steel columns, all the stacks of one continuous column in Tekla Structural Designer will be generated - in Tekla Structures for example - as a single column object from top to bottom of the structure (assuming the column in question extended from top to bottom).
      • By default, continuous steel beams will default to export as a single object, rather than a separate object for each span. This will improve round-tripping in the vast majority of cases because it will no longer be necessary to make manual changes in both programs or exclude the beam from BIM.
      • In all cases regardless of the setting, separate objects will always be generated where the direction, section size / grade / alignment change.
      • Structural BIM > Export > Reinforcement Information - new settings give control of data included in concrete column and beam exported parameters.  This applies to export to both Tekla Structures and Revit.
        • E.g. the Revit parameter TSDI_RC_Bottom for concrete beam bottom reinforcement is populated with a text value such as "C 4#8-31, 2#7-32 (70.00%)" denoting bar sizes, numbers, type references and beam region length percentage.
        • For concrete columns - a new control is added to to include or not bar marks in this text, while for beams there are new controls for; bar type reference, link leg count and region length percentage.
    • Structural BIM Import:
      • A new setting for Concrete Beams “Allow automatic join” is added to the new “Structural BIM” Settings discussed above.  When set to On (the default), the “Allow automatic join” property is set on for both ends of all concrete beams and the routine to create continuous beams using these settings is run at the end of the BIM import.  This will automatically produce continuous concrete beams from separate objects in the BIM application (either Tekla Structures or Revit) where the requirements for concrete beam continuity are satisfied.  When set to Off, no continuous concrete beams are created on import (4322).
      • Structural BIM files containing an excessive number of columns with different top and bottom levels  could fail to import due to the number of construction levels being created by the import.  Construction level creation is adjusted to allow import of such files (14152).
      • In some circumstances slab openings were not imported correctly (12998).
      • When updating an existing model if "Delete Existing" is unchecked for Slabs / Deck then any associated slab openings should also be retained in the model (52203).
      • Update Existing model  - Importing Revit Structural BIM file - a program error could occur in rare circumstances where model edits in Revit changed the verticality of an existing column being updated in the Tekla Structural Designer model.  The import processes are improved to cater for this circumstance (14249).
      • A new column for Timber Fabrication is added to the Material Grades Mapping page of the import dialog (53798).
      • Structural BIM files produced from Revit from models containing Westok cellular beams in which the Upper and/ or Lower Sections were not correctly defined would cause a program error on import.  This circumstance is now handled - a warning is issued and the the beams in question are imported as analysis elements.  To fully address the issue the operator should correct the error in Revit (by adding the required information to the relevant families) and re-export the Structural BIM file (53712).
      • Piles and Pile Caps - for round-tripping of models with isolated pile cap foundations exported to Revit; when the pile diameter (only) was changed in Revit and the model exported and imported into Tekla Structural Designer to update the original model, the orientation of the piles was incorrectly altered (53719).
      • Updating models containing slabs with “Include” for Slabs / Deck checked off in the Integration filter resulted in existing slabs being deleted (53924).
      • Isolated Foundations - Wall Strip Bases were rotated through 90 degrees and thus perpendicular to the correct orientation along the base of the wall (53890).
    • Cellbeam Import - the Westok > Beam Location setting (Floor or Roof) was not preserved when re-importing a Cellbeam file into Tekla Structural Designer to update an existing model (14253).
    • Cellbeam Export - a load error was produced in the Cellbeam program for exported beams that were sloped due to the beam length being set to the projected horizontal length rather than the full length (14254).
  • Steel Sections - a new list of steel sections for Taiwan is added to the section Database.  These are accessed by setting the Country = Taiwan in the Sections dialog.
  • Gable Posts - an exception could occur when editing models containing gable posts with their Fabrication set to Unknown (14250).
  • Steel Beams - Composite - rarely, composite beam properties were not correctly updated with those of the supported composite slab, resulting in program errors when attempting to edit the properties of such beams.  Where this occurred it could be fixed by editing any of the any of the composite slab Decking properties - then resetting to the original value - which corrected the beam properties.  This workaround is no longer required. (14045).
  • Timber Beams - BS Head Code - Glulam - a program error would occur when the fabrication of curved timber beams with incoming members was changed from Glulam to Timber (53697).


  • Load Combinations - US and Eurocode Headcodes - where no live load case existed, but snow load cases did, the combination generator did not give the option of creating snow load combinations (such as 1.2D + 1.6S for the US loading code).  These combinations can now be generated in this circumstance (13578).
  • Wind Loading - US Head Code - Torsion wind cases - decomposition of wind torsion load is enhanced to better cater for the following (generally less common) circumstances:
    • For meshed walls on the face(s) of a structure (thus overlapped by wind wall panels) - the lateral loads for the meshed wall area were applied as pressure loads which did not include the associated component of torsion load.  This occurred when wind wall panels were set to decompose to both nodes and members.  Such loads are now decomposed as nodal loads - to the edge points of the wall at levels - which include the torsion component (53511, 53512).
    • When wind wall panels were set to decompose to diaphragms the torsion load was not applied.  Where this occurred it would be generally be apparent as the +MT and -MT wind cases including torsion would give identical results (53513).
  • Seismic Loading - US Head Code - ASCE7-10:
    • The Wizard is updated in line with revisions to Table 12.2.1 in the most recent version of ASCE7-10.  Note that no change bars flagging this change were added to the revised code document (53774).

Analysis & Results

  • Load Analysis View - the “Please Wait” progress message is now displayed in the Load Analysis view when the program is performing lengthy calculations - which make take a number of seconds - in order to update the result diagrams so the engineer is aware the program is working (13607).
  • Concrete Walls - Mid-Pier - the wall self-weight loads were not updated to reflect changes to Mid-Pier Wall extensions.  This could be worked around by toggling the “Use mid-pier” of the wall.  The workaround is no longer required (53212).



  • Steel Design - Torsion - for all Head Codes which do not feature design for torsion, and in those that do for beams for which torsion design is not undertaken, a warning is now always issued where any torsion moment on the beam is greater than Design Options > Ignored forces setting.  Previously such a warning was only issued where the 'gravity only' flag was checked (3968).
  • Floor Vibration Check - BS & Eurocode - the Floor Vibration check to SCI P354 can now be applied to floor areas containing Westok Cellular Beams (51808).
  • Concrete Design - both Gravity and Static design options could fail to complete for models containing temperature loads applied to concrete beams  (14283).
  • Slab Design - Punching checks:
    • There could be an inconsistency in the effective depth used in some of the punching perimeter design checks for checks located within slab patches when different bar sizes were set for the column patch to that set in the slab panel.  It is expected the the effect of this would be minor in most cases however the following changes have been made to address the inconsistency (12599):
      • The effective depth used in the first perimeter (control/critical) check is now considering both panel and patch reinforcement in all calculations;
      • Every punching shear perimeter outside the first is positioned at a distance which is a multiple of the effective depth found at the control/critical perimeter from the column face (this results in evenly spaced perimeters inside and outside slab patches)
      • After the perimeter position is found the effective depth used in the calculations is the effective one at that position
        • Note that the calculation of the perimeter position and the effective depth at that position are different things and as such a different value of "d" is allowed for each at perimeters outside the control/critical perimeter.
    • An error in the Punching Check would result for checks located where a column drop was present and there was more than one shear found perimeter for the column face punching check (14282).
    • For the case of no panel reinforcement and either patch reinforcement in a only a single direction, or patch mesh reinforcement, the punching check effective depth was set to zero and NAN (not a number) errors appeared in design details.  The former case is now correctly set as beyond scope, while for the latter correct checks are now undertaken as for the case of patch reinforcement provided in the form of loose bars in both directions (53474).
    • The "Select reinforcement starting from" property changed automatically from "Minima" to "Current" once reinforcement was found to be required for a check after a design.  The “Minima” setting is now retained in this circumstance which is consistent with other design routines in the program (53731).
  • Sway Checks - for non-linear models containing one or more members in autodesign mode for which a suitable section could not be found, the sway check would not be performed following the Design All (Static) process.  A workaround for this was to run the Analyse All (Static) process during which the sway check would be performed.  The workaround is no longer required (13598).
  • Portal Frames - a program error would occur when checking a portal frame column when Group Design for Steel columns was enabled (Design > Options > Design Groups > Steel Columns checked on).  The workaround - no longer required - was to uncheck this option  (14264).
  • Foundation Design - Pad Bases - for rectangular bases set to auto-design for size, the Auto-size rectangular option "proportion according to moment" did not function correctly.  The intention for this setting is that the length is increased more in the direction with the larger moment, but the opposite was occurring (53654).

Head Code EC

  • Steel Design - Columns:
    • In some circumstances for columns with a number of intermediate lateral restraints for LTB checks, inappropriate minor axis strut checks were reported for lengths not fully within the major axis LTB strut length (51701).
    • For column stacks with multiple intermediate lateral restraints, the axial load and real moment considered in the combined buckling check for some flange LTB lengths could be incorrectly set to zero.  This would generally be apparent from a “Not Required” status for the length in question (53843, 53900).
    • For the columns of portal frames with a number of intermediate lateral restraints to both flanges, some spurious LTB length checks could be performed (53692).
    • The LTB check design details incorrectly reported Clause instead of as the reference for the reported value of 𝜒LT .  The issue did not affect the calculated value itself (53832).

Head Code India

  • For built up sections (channels back to back or toe to toe) the slenderness ratio is increased by 10% to take into account the shear deformation effect.  A warning is also issued when the geometric major axis inertia is < that of the minor axis.
  • The formula for buckling combined check to IS 800: 2007 Cl is now displayed in design details.

Head Code US

  • Steel Design:
    • Section Order Lists - a program error could result when editing the Section Order list of a member after the model’s units were changed from Metric to US or vice-versa (53834).
    • Beams - Deflection checks - the deflection check is now enabled for steel beams with single angle sections applied (53756).
    • Braces - The “Dimension between connectors” setting (required for compression checks) for braces with a double angle section applied, and the associated validation error for a value of zero, is removed for braces when the Tension Only setting for these is activated (14281).
  • Pad Base Design - ACI headcode - Punching shear - the design details equation for qp,u,0.5d string incorrectly included qy1 instead of qy2.  This only affected the displayed equation not the result.  This is corrected to qy2  (53931).

Reports & Drawings

  • Planar Drawings:
    • Bearing Walls - bearing walls were not shown in planar drawings (13991).
    • Slab/Mat Detailing - this drawing would fail to generate for levels that contained one or more steel or timber deck slab panels (14268).
  • Reports:
    • View Configurations - View items with applied view configurations  of saved Results View deflection diagrams did not correctly display the deflected shape (14053, 14241).
    • Material List - Export to Excel - for a material list report in US Customary Units that included Reinforcement, the total length of loose bars was correctly reported in feet.  However when exported to Excel, whilst the Loose Bars tables (for beams, columns, walls, slabs etc.) were still labelled as Total Length (ft),  the actual figures reported were in inches.  This is corrected to feet (53848).
  • Detail Drawings - Concrete Beams - for continuous beams with a change of angle at the start/end of an internal span the reinforcement could be drawn beyond the ends of the beams at the location of angle change (53258).


The number in brackets after an item denotes an internal reference number.  This can be quoted to your local Support Department should further information on an item be required.

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