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Product bulletins

Tekla Structural Designer product bulletin November 2017 (PBTSD-1711-1)

Résumé of issue This issue relates to the d​esign of steel Gable Posts to the Headcodes; Eurocode (all countries), BS (all countries). For the Eurocode, when subject to axial load and bending, the combined buckling check is not carried out. For the BS code, whilst combined buckling checks are carried out, they reference the incorrect flange and separate LTB checks are not undertaken. Both issues could lead to an unconservative result. However we would note that, in the most common application of Gable Posts, bending moment tends to dominate design and axial load is likely to be relatively
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Tekla Structural Designer product bulletin October 2017 (PBTSD-1710-2)

Résumé of Issue This issue relates to Composite Beam Design for All Head Codes.  For beams with the option “allow non-composite design” checked on and when designed as non-composite (due to composite design failure), the composite inertia was still used for deflection calculation resulting in an underestimate of deflections. Occurrence This issue relates to all versions since Tekla Structural Designer 2015 (version 15.0.0.40) released in March 2015.
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by Tekla Structural Designer Development Team
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Tekla Structural Designer product bulletin October 2017 (PBTSD-1710-1)

Résumé of issue This issue relates to the design of flanged concrete beams (“T-beams”) to the US Head Code (ACI). In the following circumstances the calculated deflection was underestimated potentially resulting in a pass status rather than a failure: Options “Consider flanges” and “Include flanges in analysis” both enabled. Section 8.12 produced a smaller flange width for design than that used in analysis, or resulted in the flange being ignored for design. Occurrence This issue relates to all versions since Tekla Structural Designer 2015 (version 15.0.0.40) released in March 2015. 
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Tekla Structural Designer product bulletin September 2017 (PBTSD-1709-2)

Résumé of issue This issue relates to the design of concrete walls to all Head Codes. 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. Occurrence This issue relates to all versions since Tekla Structural Designer 2015 (version 15.0.0.40) released in March 2015.
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Tekla Structural Designer product bulletin September 2017 (PBTSD-1709-1)

Résumé of issue This issue relates to Imposed Load Reductions and the analysis & design of concrete walls to Head Codes BS (all countries) and Eurocode (all countries). 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 in the following circumstances: Buildings of > 2 stories. Imposed Load Reductions were enabled for
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Tekla Structural Designer product bulletin June 2017 (PBTSD-1707-1)

Résumé of Issue This issue relates to Isolated Foundation Pad Base design for the following Head Codes; BS (all countries), India and United States (ACI).  For rectangular bases the Passive Resistance used in the Sliding check is incorrect in that the resistance for the X-direction is transposed with that for the Y-direction.  We note the following: There is no impact if square bases are used throughout. Passive resistance is only a significant part of sliding resistance when vertical load is very low. Occurrence This issue relates to all versions since Tekla Structural Designer 2016 (version
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Tekla Structural Designer product bulletin June 2017 (PBTSD-1706-2)

Résumé of Issue This issue relates to the Design (Static) and Analyse All (Static) processes and the following Head Codes which feature an Amplified forces analysis method, Eurocode (all countries), BS (all countries) and Australia. The issue only occurs when this Amplified forces method is selected for Design. In some circumstances the amplification factor (termed kamp) is not being applied. It is clear when the issue occurs as it is flagged by warnings in the Process Window that Total reactions vs Applied loading do not balance and errors in the Load Summary check. Such errors and warnings
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Tekla Structural Designer product bulletin June 2017 (PBTSD-1706-1)

Résumé of Issue This issue relates to slab design and Punching Shear Checks for walls for all Head Codes. Punching checks applied to walls with automatically reduced perimeters (accounting for the effects of adjacent openings) did not correctly detect the wall axial loading and set VEd equal to zero. While this issue would be apparent in the punching check design details, a check was still performed which could have a pass status. Please note the following: While punching checks on walls are made they should be viewed with particular caution - see the Tekla Structural Designer Help topic ‘
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Tekla Structural Designer product bulletin May 2017 (PBTSD-1705-3)

Résumé of Issue This issue relates to slab design and punching shear checks for the BS and Eurocode Head Codes. For checks located at edges and corners of slabs, the full internal shear perimeter depth and breadth - termed Dperim and Bperim respectively - were incorrectly used instead of the effective (reduced) dimensions. For edge column checks this could result in an incorrect and unconservative applied shear stress value ( BS Head code). The issue could also affect the reinforcement ratio used for punching checks within slab patches for both edge and corner cases (BS and Eurocode). Note
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  • punching shear

Tekla Structural Designer product bulletin May 2017 (PBTSD-1705-2)

Résumé of Issue This issue relates to all Head Codes. In some circumstances perimeter loads are not correctly applied in the Grillage chase-down and 3D Building analyses. Where the issue occurs it will be apparent from errors in the Load Summary check. Occurrence This issue relates only to TSD 2017 (version 17.0.0.37) released in Mar 2017 (in which the Perimeter Load Feature was introduced) and the subsequent Service Pack 1 (version 17.0.1.41). Please read the attached PDF for full details of the issue.
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Tekla Structural Designer product bulletin May 2017 (PBTSD-1705-1)

Résumé of Issue For all Head Codes which feature a Second-order amplified forces analysis method, when selected and applicable the amplification factor is not being applied to the analysis results for non-linear models, potentially producing incorrect and un-conservative analysis and design results. It is expected the most commonly affected models will be those with Tension Only bracing. Note that the analysis option Second-order (P- Δ) analysis is not affected. Since this method is more rigorous and accurate we expect it is the more commonly used. Occurrence This issue relates only to TSD
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Tekla Structural Designer product bulletin April 2017 (PBTSD-1704-2)

Résumé of Issue This issue relates to the Head code United States (ACI/AISC) and design of steel joists. The ‘Design Load’ used in the deflection check of LH and DLH joists could be higher than the correct value potentially producing an unconservative design result. Occurrence This issue relates to all versions to date since Tekla Structural Designer 2015 (version 15.0.0.40) released in March 2015. Please read the attached PDF for full details of the issue.
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Tekla Structural Designer product bulletin April 2017 (PBTSD-1704-1)

Résumé of Issue This issue relates to the design of steel members to Eurocode. For asymmetric I/H rolled and plated sections to EC3 the classification limits for Class 1 and Class 2 sections assumed the plastic neutral axis to be at the mid height of the web. This could lead to sections being classified as Class 2 or better when they should be Class 3. Occurrence This issue relates to all versions to date since Tekla Structural Designer 2015 (version 15.0.0.40) released in March 2015. Please read the attached PDF for full details of the issue.
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Tekla Structural Designer product bulletin March 2017 (PBTSD-1703-2)

Résumé of Issue This issue affected only the US Head Code and design of steel columns with eccentricity moments to AISC 360-2005 and 2010 ASD and LRFD. The combined forces check did not correctly consider eccentricity moments about the minor axis. In addition in some circumstances the combined forces check was performed over an incorrect out of plane strut length. Both issues could potentially produce an unconservative result. Occurrence This issue relates to all versions to date since TSD 2015 (version 15.0.0.40) released in March 2015. Please read the attached PDF for full details of the
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Tekla Structural Designer product bulletin March 2017 (PBTSD-1703-1)

Résumé of Issue This issue is not a program error, but an instance in which Tekla Structural Designer default behaviour differs from that of Fastrak Building Designer and which engineers transitioning from this may be unaware of. It relates to all Head Codes and the Construction Stage design of composite beams. By default in Tekla Structural Designer the Restraints (LTB) > “Top flange continuously restrained” setting is On for composite beams and does not automatically take account of deck span direction. If the engineer overlooks this default setting, an unconservative design could result
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Tekla Structural Designer product bulletin January 2017 (PBTSD-1701-03)

Résumé of Issue This issue relates to the Australian Head Code and steel design to AS:4100 1998. In some circumstances for steel beams and columns subject to axial load + bending, the “Combined Actions - Member Capacity” check was not performed. Where this check governed design the results for affected members would be unconservative. Occurrence This issue relates only to version Tekla Structural Designer 2016i Service Pack 1 (version 16.1.1.81) released in October 2016 and Service Pack 2 (version 16.1.2.85) released in November 2016. Please read the attached PDF for full details of the issue
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  • 2016i SP1
  • 2016i SP2

Tekla Structural Designer product bulletin January 2017 (PBTSD-1701-02)

Résumé of Issue This issue relates to models in which bearing walls intersected with concrete walls of both FE mesh and mid pier types. In this case vertical bearing wall elements were created within the elements of the concrete wall at the intersection. This would both increase the wall stiffness and reduce the forces within the wall elements. This could lead to concrete walls being designed for lesser load than might be expected and building sway resistance being stiffer than expected. Where the issue occurred it would generally be evident by unusually high reactions at the intersection
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Tekla Structural Designer product bulletin January 2017 (PBTSD-1701-01)

Résumé of Issue Where concrete wall releases “Continuous (incoming members pinned)” were set for both wall panel ends above/below a level, Notional loads* were not applied to the wall mesh nodes at that level. Depending on the number of walls in a model and the extent of application of the release, this could result in a significant reduction in the loads that should be considered. In most circumstances it is expected that the issue would be clearly apparent from a review of the applied Notional loads (Results Ribbon > NHF/EHF/NL button for a selected combination including Notional Loads
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Tekla Structural Designer product bulletin November 2016 (PBTSD-1611-01)

Résumé of Issue In some circumstances the flat slab Punching Checks could use an incorrect and too high tension reinforcement ratio ⍴ for both directions.   This could produce an unconservative result for the slab shear capacity without reinforcement.  The issue occurred in the following specific circumstances (which are considered to be unlikely but not impossible): Head Code set to BS or Eurocode (all Countries/ Regions) Checks within Column patches for which the patch reinforcement was set = None and reinforcement was only placed in the slab panel. Occurrence This issue relates to
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Tekla Structural Designer product bulletin October 2016 (PBTSD-1610-1)

Résumé of Issue In some circumstances the flat slab Punching Checks could use an incorrect and too high tension reinforcement ratio ⍴ for one direction. This could produce an unconservative result for the slab shear capacity without reinforcement. The issue only occurred in the following specific circumstances:  It is believed the occurrence of the issue is likely to be rare. It could occur only in the following circumstances:  Head Code set to BS or Eurocode (all Countries/ Regions). Slabs with either no reinforcement or mesh (fabric) reinforcement in the tension surface at the check
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