Tekla Structural Designer 2019 release notes

Tekla Structural Designer
Tekla Structural Designer
Not environment-specific

Updated Installer

The installer now includes Tekla Structural Designer Service Pack 2

This release will install Tekla Structural Designer version number and should be installed to ensure optimum function of the program. No prior installation of Tekla Structural Designer is required. The release includes a number of significant new features together with several enhancements and issue resolutions as detailed below.

If you are updating from a version earlier than Tekla Structural Designer 2018i SP3 (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

  • Licensing:
    • New Licenses - Tekla Structural Designer 2019 will require the activation of a new license. You should already be in possession of your Product Activation Key (PAK) as these are usually distributed prior to the software release. Please contact your local Service Department now if you do not have your PAK. To minimise any down time we advise that your PAK is activated BEFORE installing Tekla Structural Designer 2019.
    • License Server - If you have chosen to have a separate licence server, it is always our recommendation that you also run the latest version of the Tekla Structural License Service on it to ensure compatibility. Please see System Requirements for specific version details.
  • Installation:
    • Integration
      • Tekla Portal Frame and Connection Designer - if you wish to integrate Tekla Structural Designer 2019 with Tekla Portal Frame Designer and/or Tekla Connection Designer you MUST install Tekla Portal Frame Designer 19 and/or Tekla Connection Designer 19 available from Tekla Download Service.
      • Tekla Tedds - if you wish to integrate Tekla Structural Designer 2019 with Tedds for Timber/Wood design you MUST install Tekla Tedds 2019 available from Tekla Download Service.
    • Previous Versions and file compatibility - to aid with transition, this release will install alongside existing versions and does not overwrite them. Files from all previous versions can be opened in Tekla Structural Designer 2019 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 2019 and retain the original.
    • Databases - in this release Material and Section databases are updated. A message that new databases are available will be displayed in the Process Window as shown below when this release is installed and run for the first time.
    • Upgrade your local section databases 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 all the other databases (Material, Reinforcement...etc ) to ensure all your databases are up to date.

Issues with Associated Bulletins

  • [TSD-2505]1 - Steel Design - Seismic - All Head Codes (featuring Seismic analysis and design) - where Vibration analysis was selected for the fundamental period and steel members of the SFRS were set to auto-design, a subsequent Vibration analysis was not performed after changes in section size during the design process. This could result in an underestimate of the seismic forces and hence an unconservative design. The issue did not affect concrete models, or check-design of steel models, since sections sizes and hence stiffness are not changed in these cases. For more information please see Product Bulletin PBTSD-1902-5.
    • This issue is addressed in this release.


Interface & General

Interface Renewal

The user interface is given a complete update with new icons and colors producing a clean and simple design aesthetic which is common to all Tekla applications. The ribbon uses flat, monochrome icons to maintain neutrality, allowing the engineer’s focus to be directed at the main workspace area. A new View Gradient background is added (on by default) and a number of Ribbon controls are simplified/ rationalized improving program operation and workflow.


Ribbons - Compacted and Rationalized

Ribbon commands have been compacted and rationalized to prevent command groups folding up and improve their utility.

  • On the Results Ribbon especially, the controls for 2D Results, 2D Strip and 2D Wall Results and Text have been extensively re-organized as shown in the picture below making them more logical and easier to use.
    • The former three separate groups 2D Results, AsReg and 2D Deflections are amalgamated into a single “2D Results” group featuring all the same controls.
    • 2D Strip and 2D Wall Results and now grouped together with the new Result lines and Core Lines (see below) in a single “2D Integrated Results” group. 2D Wall Results are renamed to “Wall Lines”, the results and options for these themselves being unchanged.
    • Finally, the diagram Text controls are simplified to single commands for Deflection, Forces and Reaction.



Tekla Online Profile Sign In and Online Side Pane

You can now sign in to Structural Designer with your Tekla Online profile. This works in conjunction with the new Tekla Online Panel which is also added to the Interface (docked to and flying out from the tab at the top-right of the window). The Side Pane gives Notifications on updates and recent articles and gives direct access to Online Resources such as Tekla User Assistance (TUA - additional content is available when logged in)



Online Help (TUA)

Adobe AIR is replaced with Tekla Online Help (TUA) - as implemented in Tekla Tedds 2018 - giving direct access to the most up-to-date Help Content as well as all TUA content.


  • Please note that, since Help is now displayed within a Structural Designer dialog, it will become inactive when another dialog is opened. Should this occur simply close the other dialog to continue. Alternatively you can access Tekla Online Help (TUA) for Structural Designer directly within any browser.

Support Tool

The Support Tool, which has been in use for a number of years for Tekla Structures, is now added to Structural Designer. The Tool makes contacting Support with questions or issues even easier. It automatically uploads your model file and sends this, together with your issue description and key information (needed by Support to assist you) about your installation and system, to your Local Support Team as defined in your Tekla Online Profile. It is launched via a new “Contact Support” command added to the File menu.




General - User Defined Utilization Ratio - Eurocode (All Countries) and US Head Codes

In a major design enhancement a User-defined Utilization Ratio (UR) can now be set for auto-design for practically all materials and objects. This gives the engineer complete control over the level of conservatism they wish to use in their design solution. The user-defined UR can also be > 1.0 allowing engineers to exercise their judgement on the level of failure that can be allowed e.g "within 5% - OK". The new setting can be made via element properties and is also added to the Review View Attributes, enabling rapid graphical review, editing and application. For more, see the new Video on this feature Tekla Structural Designer 2019 User Defined UR;


  • For complete flexibility the user-defined UR is set on an individual member basis, including individual spans/ stacks of continuous beams/ columns and individual panels of concrete walls.
  • Optionally the UR can also be applied to the calculation check as well as the autodesign process.
  • The new setting can be applied to all the following objects:
    • Members; steel and concrete columns and beams, composite beams, steel joists and braces. This includes separate settings for each span/stack of continuous beams/ columns
    • Steel Trusses - includes; Truss member top/bottom, Truss member side/internal.
    • Concrete Walls and Slabs including panels, patches, and punching shear checks.
    • Foundations; Pad Bases (Spread Footings), Strip Bases, Pile Caps, Mat and Piled Mat Foundation slabs.

Concrete Design Enhancements

Concrete Column Design - Two layers of Reinforcement - All Head Codes

The previous single-layer rebar arrangement for concrete columns could sometimes fail to find a solution - a problem more common in hi-rise structures with large columns in lower stacks. The enhancement of an additional layer is included in autodesign meaning a passing autodesign is now automatically achieved for more situations, and engineers have more flexibility when interactively designing their columns.

  • The new capability applies to rectangular/parallelogram and circular sections. For rectangular/parallelogram sections a second layer is added in line with the first bar along the adjacent length and a link is added along the second layer for all 3 section shapes
    • Note that at least 2 intermediate bars are needed in each direction for a second layer to be added.
    • In Autodesign, for Rectangular, Circular and Parallelogram sections, if a single layer of reinforcement is not sufficient, design will attempt a two layer solution.
    • In Interactive Design, the engineer can toggle the second layer on or off as shown in the picture below. For circular sections there is an additional control for the layer spacing.
    • A new setting is added for the layer spacing default value in Design > Options > Concrete > Column > Reinforcement Layout.
    • The design checks are unchanged, except for the addition of a layer spacing check for circular sections. Autodesign will use a larger spacing if needed and the new check for layer spacing is included in check results.
Improved Autodesign Solution

Additionally, for rectangular and parallelogram sections and also single layer solutions, the design loop has been enhanced so that a more even distribution of reinforcement is achieved around the perimeter of sections with different edge lengths where previously - most commonly for large rectangular sections - bars could be unevenly concentrated in one set of faces.

  • Generally, while this improves the practicality of the solution, it will not significantly change the total weight of reinforcement, though in some test cases it was found to give a small weight saving.
Concrete Beam and Slab Design
Lightweight Concrete Design - Eurocode (All Countries)

Concrete Beams and slabs using Lightweight (LW) concrete are now designed to EC2 for all supported Country National Annexes (NA), enabling the engineer to investigate potential savings using lightweight vs normal weight. LW grades can be reviewed, edited and applied via the Properties Pane, Edit dialog and Review View > Show/Alter State Material Grade Attribute.


  • The new capability covers all existing design checks (no explicitly new checks are added).
  • Density Classes and Grades - 6 Density classes (1.0, 1.2 ….. 2.0) are available and 15 default grades are provided; 5 in each of the density classes: 1.6, 1.8 and 2.0.
    • For example the grade name “LWAC30/37-DC1.8” denotes; LWAC = Lightweight aggregate concrete; 30/37 = Strength class; DC1.8 = density class.
    • There are no default materials in density classes 1.0, 1.2 and 1.4, these can be added manually if required.
    • Custom LWAC grades can be added within any of the density classes, note that the new LWAC-specific property η1 must be specified in this case.
  • LWAC materials assigned to objects in existing models will be converted as follows:
    • Where installed database materials were assigned:
      • Columns and beams - the corresponding material in DC2.0 will be assigned. e.g a LWAC30/33 will be reassigned to LWAC30/33-DC2.0
      • For slabs where it was previously possible to assign DC 2.0 or 1.8 the corresponding material in the same DC will be assigned
    • Where a “user defined material” was assigned:
      • It will remain in the model with previously defined properties unedited.
      • A default density class = 1.8 will be assigned.
  • For existing models, following this conversion process it is recommended that all LWAC properties (including the assumed density class) be reviewed and edited as required before design.
    • TIP - If one of the new database materials suits your needs it will be simpler to assign it than to edit the old material.
  • Note - while LWAC material can be assigned to columns and walls for modeling purposes, design of these object types using LWAC remains beyond scope.
Slab Design - Enhanced Output - Eurocode

The design details output for slabs is also significantly enhanced and is now essentially identical to the existing level of detail for beam design. This applies both to the existing design of Normal weight concrete and the new LW concrete design.

Seismic Design Enhancements - US Head Code

Steel Columns In Seismic Force Resisting System (SFRS) For Two Directions - AISC 341-2016

Columns can now be active in two Seismic Force Resisting Systems (SFRS) simultaneously (both Dir1 and Dir2) this being a new feature of the AISC 341-2016 Code.

  • The Review View > Show/Alter State is enhanced to include these new options enabling rapid graphical review and/ or application. The Type and Direction options are merged into a single SFRS Attribute and a new properties direction added “Dir 1 & 2”. Modes are available to Review, Update or Remove with Type and Direction being updated simultaneously and the Legend displaying both type and direction.
  • The engineer can define a column as being in Dir 1 & Dir 2 and the SFRS type can be different for each direction; e.g. Special Moment Frame (SMF) in Dir 1 and Special Concentric Braced Frame (SCBF) in Dir 2.
  • The design process is unchanged however there are some revised checks to handle the column being in two SFRSs.
    • For SMF frames there is an additional check for Moment Ratio (E3.4a) to account for beams framing into the column from both directions.
    • For SCBF frames there an additional check for Bracing (F2.3) to account for braces framing into the column from both directions.
  • [TSD-2755]1 - for the case of SMF frames and a beam framing into a column web, this was not permitted in previous releases and the message "No valid beam is connecting - check not required" was issued. This restriction is now removed to allow a column to exist in two SMF frames.
Concrete Columns In SFRS For Two Directions - ACI 318-08, 11 and 14 , IBC 2009 and ASCE7-10 and 16

Following customer requests and for consistency in the design of steel and concrete members to code seismic provisions, concrete columns can also now be set as active in two SFRS’s simultaneously.

  • As for steel columns, different SFRS types can be assigned to each main direction and any type of reinforced concrete SFRS set per direction.
  • The scope of the design calculations is unchanged; direction dependent seismic checks are made independently in each direction.
  • As for steel columns, the SFRS and Direction can be graphically reviewed, edited and applied via the new Review View > Show/Alter State SFRS attribute.

Steel And Composite Design Enhancements

Composite Beams
Design for Lightweight Concrete Slabs - Eurocode

The design capability for LWAC concrete is also added to Composite Design to EC4, again for all supported Country National Annexes (NA).

  • As for concrete slabs and beams, the new capability extends to all existing composite beam design checks and also includes the Floor Vibration check.
Automated Effective width calculation - All Head Codes featuring Composite Beam Design

Where the geometry of models is changed, composite beam effective widths can become out of date and potentially invalid. Previously this would need to be rectified manually. To improve operation in this circumstance, a new option is added to enable automatic calculation of effective widths just prior to design. The new setting is found in Design > Settings > Composite Beams, as shown in the picture below and is Off as default.


  • When this new setting is enabled, a further new option “Override effective width” is displayed in beam properties for both Floor construction and Natural Frequency, as shown below (the option is also listed in the Property Window for selected beams). This can be checked on for beams that require a fixed value of effective width that the engineer does not wish to be changed.
Improved Automatic Stud Layout - US Head Code

The Stud Auto-layout process which is run during during both autodesign and check-design when the Auto-layout property is checked on, is improved to produced a more economic and/ or practical solution for a wider range of cases, for both parallel and perpendicular span direction composite beams.

  • For the parallel case - more usually primary beams - where the Auto-layout option is set to “Non-uniform”and the beam supports more than five secondary beams, the layout reverts to uniform, producing a more practical design solution.
  • For the case of perpendicular spanning decks the existing Uniform and Non-uniform Auto-layout options could result in a less efficient design or a more efficient but more complex stud layout that could prove less practical to construct. A new layout option “Near uniform” is now added which can produce a design which is both more efficient - using less studs - and more practical for construction.
    • For example, for a case where the optimum solution falls between 1 and 2 studs per rib, the new auto-layout method will try a [2,1] alternating pattern along the span of the beam saving 25% on studs compared to 2 per rib and producing a simple pattern for construction: 1 stud per rib, then add 1 more to alternate ribs.
Natural frequency checks - Control of Load % and Dynamic Stiffness - Eurocode (All Countries) and BS Head Codes

Improving both flexibility and transparency, with new controls the engineer can now specify the proportion of load to be used in the Natural Frequency check and the factor for increased dynamic stiffness of the concrete flange, where previously these values were hardcoded.


Review View - Quick Connector Layout

In Review View > Show/Alter State a new option is added for “Quick Connector Layout”. This allows the engineer to easily copy the Connector Layout from one beam to another. This is particularly useful for perpendicular span direction beams in which the layout option (i.e. number/ spacing in ribs) is considered, rather than stud spacing dimension, allowing the stud layout to be copied to members of different lengths and with different metal decks.

  • The feature can be used for both perpendicular and parallel composite beams. Note that the stud Autolayout setting must be off for a beam to become a "valid source" as this is the only state in which the Quick Layout Options is available.
Steel Joist Design - Updated Design and Improved Results - US Head Code
Steel Joist Design is updated to the SJI 44th Edition (from 43rd) and improved design results make the origin of the Design load clearer.


Steel Non-composite Beams - Construction stage deflection checks - Eurocode (All Countries) and BS Head Codes

Following customer requests, the Construction stage deflection limit option is now added to the properties of Non-composite steel beams. Where previously the total Construction stage deflection was checked using the Total load limit, now a different limit for the check can be specified where the engineer requires.


Connections - Connection Resistance Check - All Head Codes

In a long-standing Steel Design efficiency feature, for both beams and braces Structural Designer automatically performs a connection capacity check when the Connection Resistance Database is populated with section and connection type capacity data, enabling the engineer to rapidly assess if a particular section is suitable. Results of the check are then reported in Review View > Tabular Data > Connection Resistance. In previous releases it was not possible to discriminate between connections specifically for braces and those for beams, and thus inappropriate checks could be undertaken. The Connection Resistance Database controls are now enhanced enabling the engineer to control whether a particular connection type applies to beams and/ or braces to improve the check results and prevent this.

  • When adding a Connection, the engineer now specifies via new checkboxes whether the connection applies to beams and/or braces as shown below. Additionally the engineer is no longer required to enter a capacity value for a section to which the connection does not apply.

Indian Head Code Design Enhancements

Steel Design - Design of Angles, Double Angles and Tees in Bending

The steel design scope is expanded to include Angles, Double Angles and Tee sections in bending. Many sections of these types are Class 4 (slender) sections. This is now catered for in the design of Angles and Double Angles.

  • 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 not considered - the member can only be either fully restrained or unrestrained for LTB.
  • Current scope and limitations:
    • Single Angle sections are designed for; Axial Tension and Compression; Major, Minor and Biaxial Bending and Shear; Combined Axial + Bending; LTB, Compression Buckling and Combined Buckling.
    • Double Angle and Tee 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.
    • Regardless of the section class, for all Angle sections (Single and Double) the design class limit is restricted to Class 3 - i.e. the elastic, not plastic, section modulus is used in capacity calculations.
    • Members subject to moment + high shear are beyond scope for all these section types.
Concrete Design - Seismic - Special Moment Frames Joint Shear Check to IS 13920 : 2016

The joint shear strength at the connection of beams and columns forming Special Moment Frames is now calculated and checked for the specified SFRS direction

  • The Design Shear Stress to IS 13920: 2016, Cl. 9.1.1. is calculated and checked as well as the maximum link spacing at the joint against the limit of 150 mm.
    • The check is carried out at the top region of stack only; for both sway right and sway left cases.
    • A column dimension check per IS 13920: 2016, Cl. 9.1.3 is also made.
    • Note that beams with pinned connection are not considered in the check.

Foundation Design Enhancements

Combination Factors for Additional Loading - All Head Codes - Pad Bases, Strip Bases & Pile Caps

[TSD-514, 2247]1 in previous releases there could be inconsistency between the partial safety factors defined in design combinations and those applied to self-weight and additional foundation surcharges in design checks. This could result in over-conservative design for some combinations, or unconservative design where the additional forces acted as stabilizing loads, although it is thought the latter would be a more rare occurrence. The inconsistency is now removed and new controls added allowing the engineer to assign each of the additional surcharges to their respective load case.

  • In the Foundation object Properties, the Soil and Surcharge Parameters are now more clearly and logically organized. New drop-list controls allow each surcharge load to be assigned to a specific load case. The partial safety factors defined in the design combinations for these cases are then used for these loads in all design calculations.
  • The assigned load cases are initially set to “None” and must be user-selected. Where no appropriate Dead or Live load case exist in the model and so no load case can be assigned, zero partial factor values are used in the calculations.
  • When opening models from previous releases, the first loadcase of each type in the loadcase list is automatically assigned to the surcharge loads and a warning is issued in the Process Window as shown below. It is advised the engineer then reviews the surcharge loadcase assignment.
Enhanced Pad Base Design - Australian and Indian Head Codes

The following significant enhancements are made to the design of Pad Base footings bringing the design scope and process in line with that of the US and Eurocodes:

  • Biaxial Bending and Lift-off - the base pressure calculation now caters for loading which produces partial contact about both axes (biaxial lift-off) . The process identifies the corners in bearing then calculates the ultimate bearing pressure at each corner, from which design pressures and internal design moments and shears are developed and checked. The method follows the article 'Bearing Pressures for Rectangular Footings with Biaxial Uplift' by Kenneth E. Wilson, published in the Journal of Bridge Engineering, Vol.2, No.1, February 1997 (also used in the Tedds Library calculation of the same name)
  • Uplift - a new dedicated Uplift check is added to those currently performed. For combinations producing tension at the pad base support, the tension value is compared to the stabilizing loads and checked against a factor of safety (FOS). Auto-design can automatically increment the base size to achieve a passing status.
    • For the Indian Head code the FOS considered for the uplift check can be specified under Design Options > Concrete > Foundations > Isolated Foundations > General Parameters (default value = 1.40 and now applies also to the sliding check).
  • Top Reinforcement Design - for loading which causes tension at the top of the footing, top design moments are now calculated and top reinforcement designed. Previously top reinforcement could be added to a base but was not specifically checked. Top reinforcement can be auto-designed or directly specified and checked in the same manner as for bottom reinforcement.
  • 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.
  • 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.

Wind Drift Check Enhancements

Both Graphical and Tabular Wind Drift Check results are significantly enhanced to improve review and output:

  • The Review View > Tabular Data now gives a much more concise output (similar to that already applied for 'Sway/Drift' and Seismic Drift) which lists only the critical combination and stack/panel for each column/wall. A new “Details” button opens an additional dialog giving results for all combinations and stacks/panels.
  • Graphical results are also improved to show the drift values rather than the deflection previously displayed.
  • Wind drift and wind drift ratio values are now reported as absolute values throughout Reports, Graphical results and Tabular Data.
  • For the associated Report item, a new ‘Settings…’ option has been added providing additional controls on the amount of output created. The default settings will produce the same concise level of output as the Review View > Tabular Data, but these can be adjusted to increase/decrease the output as required. Note in particular the option to output the Most critical columns/walls only.

Analysis & Results

New Concrete Cores

With a comprehensive new feature, Concrete Cores can now be defined for which overall analysis results are automatically calculated and reported for review and output. The engineer has complete flexibility in assigning any concrete structural object (of Walls, Columns and Beams) and any number of these to a core. There is no effect on existing models or designs when using this new feature. The new features extends across all of; Modeling and Interface; Results & Reactions; Reports and Output. See the new Video on this feature Tekla Structural Designer 2019 Concrete Cores;


  • This feature has a number of current uses for example:
    • The engineer may wish to see/ output core forces to; better understand the distribution of lateral forces within their structure; for additional checks they wish to undertake; for overall core foundation forces or exclusive core reactions for cores on foundation mats.
    • It adds a way of checking lateral forces per object type or SFRS type. This might be used when assessing buildings for some codes which require frames in dual systems to resist a minimum amount of seismic load.
    • Adding all elements of the lateral system to a single core will give overall building vertical and lateral load, overturning moments or accumulated seismic torsion, in any direction.
  • Any number of walls (meshed and mid-pier), beams and columns can be added to a Core via the new “Cores” command added to the Model Ribbon tab Concrete Group.
    • Constituent objects of a core do not need to be physically attached in the model (note however core sections are assumed to be rigid when finding core Principal Directions).
    • Once defined the core is automatically listed in the structure tree and can be graphically selected as a single entity. When selected, its properties are displayed in the Property Window and Delete, Move, Copy and Mirror operations will be applied to all its constituents.
  • The directions of each core can be defined as any of; Dir 1/2 - Main Building Directions; Principal 1/2 - Major and minor local axis; Angle - (w.r.t.) Global Coordinate System.
  • The following core properties are automatically calculated/ displayed; Core section for each level; Core centroid and its coordinates above and below each level; a Core line with Local coordinate system (LCS) assigned and displayed at the centroid location; a Core support (for reporting purposes not analysis).
    • New Controls are also added to Scene Content options for Core information display.
  • Core Line Forces - new 2D Integrated Results termed “Core Line” results are calculated for cores giving the following overall core forces; Axial Force, Major and Minor axis Moment and Shear and Torsion.
    • In the Results View via 2D Integrated Results > Core Lines, force diagrams of these results are displayed along the core line w.r.t. its LCS, with numerical values displayed at the top and bottom of each core stack and in the Tooltip when the result diagram is cursored over.
    • Results are available for all of; All Static Analyses including chase-down; RSA Seismic both for individual modes and Modal combination; Imposed/Live load reductions.
    • Tabular Results - Core results are also available in Tabular form via Analyse > Tabular Data and the new associated Report option Analysis > “Core Line Forces”. A Selected concrete cores option is also added to Report Model filters.
      • New Settings controls are also added to the Member Forces and Wall Line Forces Report items to optionally exclude columns/ walls assigned to cores.
  • Core Reactions - overall Reaction results are also calculated for the core and can be similarly viewed in the Results view via Reactions > Cores and output. When the new Results Ribbon “Cores” control is active, core reaction arrows/values are shown, while reactions produced exclusively by core members are hidden as illustrated in the picture below.
  • Core Reactions are also included in the Foundation Reactions report items.
  • New Settings controls are also added to this Report item to optionally exclude reactions from columns/ walls assigned to cores.

New 2D (Finite Element) Result Lines

Result Lines were already used in previous versions to develop meshed concrete wall 2D Wall Results (now termed “Wall Line” Results). Result Lines are automatically placed in meshed concrete walls (horizontally the full wall length at regular vertical intervals) and integrate the 2D mesh contour results to produce overall wall sectional forces. User-defined Results Lines can now be added directly and placed wherever the engineer wishes to see forces in concrete walls and slabs (including those set to semi-rigid diaphragms). For more, see the new Video on this feature Tekla Structural Designer 2019 Result Lines;


  • The Result Line gives the following total forces acting on a cross-section of the wall/slab 2D mesh defined by the line; Axial force (in the plane of the wall/slab), Major (in-plane) and Minor axis (out-of-plane) Moment and Shear and Torsion.
  • This feature has a number of current uses, for example:
    • As shown in the picture above, Result Lines can be used to find the forces acting on sections of a wall around an opening which the engineer may then use for additional calculations.
    • Engineers may also use them to better understand the distribution of forces in walls, slabs or semi-rigid diaphragms.
Result Lines - Adding, Review and Output:
  • Results lines are created using the new (Add) “Result Line” button on the Results Ribbon which is only active in 2D Views. End, mid, quarter and third points on panel edges are highlighted for selection during creation in a similar manner to member creation. However, any point on the edge or within panels can be selected for the start/ end of lines, either by clicking directly or via and direct entry in the pick-point tooltip.
  • Re-analysis is required after creating/ editing lines.
  • Result line forces can be reviewed graphically in the Results View via the new 2D Integrated Results > Result Lines command in both 2D and 3D views. As for other force diagrams, all results are displayed in the Tooltip when the result diagram is cursored over.
    • New Scene Content options control the visibility of Result Lines and their properties, with separate controls for lines in Walls and Slabs. The result line section and UCS can be turned on to assist in understanding results - best appreciated in a 3D view as shown below.
    • The Result Line UCS essentially follows the same convention as that for 1D members and Wall Lines:
      • The X-axis is normal to the line in the wall/slab plane; the Z-axis is along the line and denotes the minor axis; the Y-axis is normal to the line and the wall/slab plane and denotes the major axis.
      • Thus; Axial loads are perpendicular to the cross section; “Major” forces are acting along the cross section, “Minor” is out of plane.
      • As for 1D members and Wall Lines, Shear Major corresponds with Moment Major and is shear parallel to the Z-axis.
    • Graphical results are available for all of; All Static Analyses including chase-down; RSA Seismic both for individual modes and Modal combination; Imposed/Live load reductions.
  • Tabular Results - these are available in Tabular form via Analyse > Tabular Data - as shown in the picture below - and via the new associated Report item Analysis > “2D Result Line Forces”.


Enhanced Timber/ Wood Member Design Using Tekla Tedds

Tekla Tedds integration for the design of Timber/Wood members receives a number of enhancements including a link to the new Tekla Tedds 2019 US Wood member design (NDS) (see Tekla Tedds 2019 Release Notes for more on this). Tekla Tedds 2019 must be installed to enable this. The link functions in the same manner as currently for Eurocode models and design - via the member right-click Context menu option “Design using Tekla Tedds” as shown in the picture below. For more, see the new Video on this feature Tekla Structural Designer - Link to Tekla Tedds - Wood member design (NDS)


  • US Head Code models automatically link to the US Wood member design (NDS) calculation and Eurocode Head Code models to the Eurocode version of the calculation set to the National Annex (NA) appropriate to the Country set in Structural Designer.
    • In Structural Designer NDS 2018 can now be selected in Design Codes > Resistance Codes and the Material Database is updated with US Timber material properties to NDS 2018 in line with those in Tedds.
    • In addition, Glulam and Structural Composite Lumber fabrications can now be designed in both US and Eurocode Tedds calculations.
    • Note that the Tedds Wood member design (NDS) calculation is in US Customary units only. Values from Metric Structural Designer models are therefore converted to US Customary units when the link is used.
    • For Eurocode Sweden, Finland and Norway NA Structural Designer models, the appropriate NS is now set correctly in the Tedds Eurocode calculation where previously EC recommended was being set.
  • When using the link, the Tedds calculation is automatically populated with timber section size, grade and design forces from Structural Designer. The engineer can then adjust the section and other input to complete their design.
    • [TSD-1609]1 - results for combinations set to inactive in Structural Designer are no longer exported to Tedds.
  • When the calculation is finished, any change of section and/or grade is returned to the Structural Designer model along with the calculation output document which is linked to the designed member via a UDA.
    • The calculation output document is now in pdf format, rather than rtf, and is given the same name as the member reference.
    • It should be noted that, as currently, the Tedds link is run one member at a time, and the analysis will be outdated after running the calculation. There is no automated design loop to allow design of multiple members and automatic re-running of analysis.


Enhanced Tekla Structures Integration - Member Offsets

BIM Integration previously did not handle some of the adjustments detailers might make to a model for the correct physical position of steel members such as braces. This has been addressed in this release for integration between Tekla Structures and Tekla Structural Designer. For more, see the new Video on this feature Tekla Structures to Tekla Structural Designer - Global Offsets

  • When modeling in Tekla Structures, the detailer can define Start and End Offset Properties, or use the Special Move command (provided they freeze the Analysis Model first), to define the actual end points of the physical model member at a different location to the connecting point of the analysis wire. For example for a brace connecting to a column above/ below a floor level or to the bottom flange of a beam. The resulting geometry including these offsets is now correctly exported/ imported into Structural Designer while maintaining the analysis model connectivity, the offsets being defined in Structural Designer by the recently added member properties > Global Offset Alignment settings.
    • The Tekla Structures Analysis Model export to Structural Designer option must be used to utilize this new functionality.
  • When modeling in Structural Designer, offsets of the physical model member can be defined directly via the member properties > Global Offset Alignment settings. For steel members these have no effect on the analysis model connectivity. Such offsets are now correctly exported/ imported into Tekla Structures.
  • Note that Tekla Structures 2019 must be used together with Structural Designer 2019 in order to utilize this new functionality.
Enhanced Export of Analysis Results

New options are added to the export of Analysis Results for export to both Tekla Structures and Revit; chase-downs can now be selected for the Analysis method and an existing Model filter can be applied (this applies only to Analysis results, not other export objects/ aspects of the model). This can speed up the export/ import process by restricting the amount of information in the export file.


  • In addition the scope of the new export is improved as follows:
    • Splice Forces are now exported:
      • As forces on the bottom of the upper column lift.
      • Values are calculated at the defined splice positions
      • Eccentricity moments are not included.
    • Forces at the base of Steel transfer columns ( supported on beams) are now exported
      • Forces at the base of concrete columns are not included, nor columns supported on foundation mats or other slabs.
    • Beam End Forces:
      • Now includes all Truss members except Truss internals
      • Now includes all materials, (e.g. concrete beams).
    • Brace Forces are exported for all Braces and Truss Internals (any Material)

Fixes & Enhancements

General & Modeling

  • Performance and Stability - a number of fixes and enhancements not specifically listed here are made to improve general program stability and performance.
  • [TSD-2202]1 - Grid - Import DXF - when using the Import DXF command, the default DXF units set in the Import Wizard are now determined according to the $MEASUREMENT property of the input DXF file, or the Unit System of the model (US Customary = feet and Metric = mm) if this value is missing.
  • [TSD-2430]1 - Steel Columns - Splices - splices can now be added to cold-formed material steel columns where previously this was not enabled.
  • [TSD-2559]1 - Member References - Braces - in previous releases, braces created in the same Frame were incorrectly given the same references rather than using LevelEnd1/PointEnd1 - LevelEnd2/PointEnd2 for their reference as set by on the References - Format page of Global/Model settings. This could cause confusion, especially when generating reports. This only happens when the brace is created in a Frame for braces created in a 3D view the references were unique as expected. This is corrected in this release such that brace references now use the correct format and are given a unique reference.
    • References of braces in existing models will be updated with corrected unique references when first opened in this release.
  • [TSD-2817]1 - Review View > Show/Alter State > Grade - in previous releases it was not possible to apply LWAC concrete grades to elements via the Show/Alter State > Grade Attribute - this is now enabled and for the EC headcode is enhanced to include the new LWAC density classes.
  • Connections:
    • [TSD-1589]1 - Beam to Column and Beam to Beam Simple connections are now identified and listed in the Project Workspace > Connections Window when the Update Connections process is run.
    • Note that these cannot currently be edited or designed in Structural Designer or exported to Tekla Connection Designer (they can still be exported to IDEA Statica - see this TUA video for more Integration with IDEA StatiCa Connection design).
  • [TSD-2521]1 - Some beam-to-column connections were incorrectly identified as Moment connections. This is now fixed.


  • [TSD-1041]1 - BIM Integration - Cellbeam - when ponding allowance is checked ON in Structural Designer (in slab item properties) for either 'Apply to construction stage' or 'Apply to composite stage' the resulting beam ponding load is now exported to Cellbeam in a “Slab ponding load” load case.
    • For a beam with different ponding settings at each slab side, the maximum of the two values is set for the load and a warning to this effect issued “Different ponding load has been detected in the slabs each side of the beam. The highest value has been used."


  • Load Combinations:
    • [TSD-2034]1 - Finnish NA - for the Finnish NA the operation for Generated and Manual Combinations is adjusted to be more closely aligned with the NA as follows:
      • For the Generator:
        • There is no option for combinations relating to Eqn 6.10.
        • For combinations for 6.10a all load factors for load types other than Dead = 0.0 .
        • For combination 6.10a uplift case dead factor is now 0.9 .
      • For Manual combinations all dead load factors are now set to Factor = 0.85x1.35xKFL = 1.15KFL.
    • Combination Generator:
      • [TSD-981]1 - US Head Code - for ASCE7-10 and 16, the SLS factors for LRFD combinations are altered such that they are consistent with ASD SLS combinations.
      • [TSD-2030]1 - Finland, Norway and Sweden - for these Eurocode Countries, Snow Load Case factors are now included for the SLS Quasi permanent combination factors with the appropriate nationally determined ψ2 factors per the relevant NA.
        • For Finland the only combinations available are for 6.10a and 6.10b and the combinations factors are altered to match the Finnish NA.

Analysis & Results

  • Solver Model:
    • [TSD-2181]1 - Meshing - Slab meshing routines along curved beams have been enhanced to reduce the requirement for user interaction to influence the subdivision of the beams and hence improve the meshing. This particularly affects beams with a very small degree of curvature. In this circumstance 2D elements are now of a more uniform size and the degree of connection between the curved beam elements and slab mesh in all solver models is comparable to that for non-curved beams.
    • [TSD-2058]1 - Truss Internals - the 1D Solver elements for truss internals is now set to the correct type when the Tension Only option is checked on such that they cannot undergo compression. For existing files, old solver models (working) are updated when the model is loaded and analysis must be re-run to correct results.
  • [TSD-1720 & 2848]1 - Results View - Deflections - when viewing the deflection diagram with a Cutting plane active, nodes (and their deflection values if enabled) outside the cutting plane were still visible. This issue was introduced in Release 2018i (version released in Sept 2018) and is corrected in this release.


Head Code Eurocode

  • [TSD-1678]1 - Steel Design - Beams and Truss Member Top/Bottom - for members with two or more sub-beam lengths subject to compression, the maximum compression force for the entire length was used in in the compression buckling and combined buckling checks, potentially producing an over-conservative result. The most likely case of the issue’s occurrence would be for truss chords. This is corrected in this release so that the axial force of the relevant strut length is used in the buckling checks.

Head Code US

  • [TSD-2308]1 - Steel Design - Columns - in some, more rare, circumstances a Warning Status would be issued in design details for the Combined Forces check without a corresponding explanatory note or tooltip, for example for a column supported on a beam with no LTB or out of plane compression restraint condition set for the lower end. The LTB/Compression effective length cannot be determined in this case so the Combined Forces check is not performed. A note to this effect was issued on the Combined Forces results details page, but the Warning status was not reflected in the Review View Design status colour or tooltip. The issue is addressed in this release as follows:
    • A Warning status is now set against the existing message "Column stack not effectively restrained for LTB/compression buckling." in the LTB Major Axis Flexure check and/ or Combined forces check as appropriate with “review LTB/Compression Restraints page” added to the message.
    • The Review View Design status colour and tooltip now reflect the Warning status.
  • [TSD-2424]1 - Seismic Design - Steel - AISC 341-10 and 16 - for ASD, the seismic 'Moment ratio' check ('strong column weak beam') incorrectly used a factor of 1.5 in the denominator of the column and beam moment capacity equations per AISC 341-05. This is corrected in this release.
    • It is expected that the effect of this change on design results will be neutral - in the 2010 (and 2016) version of AISC 341, the 1.5 factor was moved to the numerator in the relevant equations to give a more logical and consistent approach between ASD and LRFD.

Reports & Drawings

  • Drawings:
    • [TSD-2224]1 - Concrete Beam Schedule - this drawing is now enhanced as follows:
      • Rows in the beam schedule are now sorted by the group or beam name as appropriate.
      • For grouped beams, the notes have been enhanced - they now include the number of beams in the whole group and the number of beams in the current schedule if that is different (i.e. if schedule if requested for part of a structure such as an individual floor)
    • [TSD-2271]1 - All Drawings - principally for US Head Code models and US-based engineers, when the model unit system is US Customary, DXF drawing output is now written with inches as basic units rather than mm as previously. Thus, for engineers used to working in US Customary units, measurements conducted in the DXF drawings will be in their preferred units and as expected.
      • Additionally operations such as copying from a Structural Designer produced drawing into another drawing (such as when overlaying structural members on an architectural background) and editing of drawings may also be improved.
    • [TSD-2893]1 - Concrete Wall Detail Drawing - in some cases in the wall cross section drawings, when the bar size was different to the panel above for the vertical bars, the size would be labelled incorrectly.
    • [TSD-2893]1 - Reports - Beam and Column Group Design Summary - the settings for these reports previously allowed a choice of two levels of output:
      • “Critical member only” - this gave the critical ratio for the critical span/stack of the critical member only
      • “Critical member: all spans/stacks” - this gave the critical ratios for all spans/stacks of the critical member only.
    • A third "All members" level of output is now added which identifies the critical member and reports its critical ratio, but then also reports the critical ratios for all other members in the group. This new level of output should give the engineer a better feel for the overall efficiency of the defined member groups


1 This number is an internal reference number and can be quoted to your local Support Department should further information on an item be required.

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