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Tekla structures 2017i sp4 crack free download.Tekla Structural Designer 2017i Service Pack 4
This release will upgrade your installation to Tekla Structural Designer i SP4 version number It includes a number of enhancements and issue resolutions as detailed below. If you are upgrading from a version earlier than the most recent Tekla Structural Designer i SP3 version You will find all the main releases listed in the Knowledge base area of TUA under Release notes while those for Service Packs can be found under Updates. Links to release notes together with the version number can also be found in Tekla Download service login required.
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. Skip to main content. Tekla Structural Designer i Service Pack 4.
Installation - this service pack requires Tekla Structural Designer i to be installed and will upgrade this to version Previous Versions and file compatibility - Files from all previous versions can be opened in this release however note that once saved they cannot then be opened in an older version.
Before downloading, check which version you have currently installed via the Information button at the top right of the Tekla Structural Designer window, then download the appropriate service pack Issues with Associated Bulletins Steel Beam Design - US Head Codes - Cantilever Deflection - for the Live and Total Deflection checks, incorrect design values of zero were used and an incorrect pass status assigned when the cantilever free end was the start end 1 of the beam.
The issue is fixed in this release. Modelling and Analysis - Concrete Buildings - Slab meshing - in very specific and relatively rare circumstances the concrete slab 2D element mesh was not correctly connected to a supporting beam or wall.
Where this issue occurred it would generally be clearly apparent from reviewing deflections and unexpected failure of slab design due to it spanning a greater distance.
The issue is addressed in this release for flat sections but remains for double-angle and structural hollow sections. In some circumstances an exported Robot. Some aspects of the TSD analysis model were not correctly exported to Robot, notably rigid diaphragms and certain types of load Portal Frames - Haunch End plate - edits to haunch end plate values are now retained - previously they reverted to the original values when the Portal Frame edit dialog was closed The Wizard is enhanced to cater for this circumstance and correctly sets the wall reference height to the difference between the top of the wall and the maximum of the bottom of the wall and the Site Ground Level.
Note that the Site Ground Level will be invalid if the top of any wall is at or below this level , , Panel Loads - Polygon load - the decomposable load for polygon loads with a concave outline could be incorrectly calculated The behaviour is now consistent with design of multiple members of other types: the un-checked auto-design setting is only overridden when the panel is selected in isolation and right clicked to design Slab and Mat panels - Auto-design - the auto-design property is now set on by default for newly created slab and mat panels so that they are auto-designed, rather than just checked by default, during a design run Composite Beams - Deflection - Camber - where the calculated camber was greater than the deflection for a particular load case, the difference was incorrectly added to the value used in the post composite deflection check.
This would produce an over-conservative design and, for existing models, could result in beams which were formerly passing failing the check.
This issue relates only to version SP3 Steel Design - Braces - Flats - auto-design did not correctly select an optimum size resulting in the final, and generally largest, size in the design order list being selected The maximum absolute value of major axis shear is now used Improvements are made to the identification of the critical combination for weld design Concrete Design: Walls - Design Details - the equation and code reference are now given in the Bar Limit Checks for the maximum vertical bar spacing check Head Code US Seismic Design - Steel Columns - a design process error would occur, resulting in an error status for design, for columns in the following circumstance; columns forming part of an SFRS Seismic Force Resisting System with steel joists connecting at a level, or steel beams connecting at a point where there was no construction level Note that steel beams which form part of an SFRS must be connected to columns at a construction level in order for seismic design to be carried out correctly.
Concrete Design - Beams - Deflection - the following enhancements are made to deflection checks for concrete beams to ACI 08 and Flanged beams; Inertia of cracked section - where the neutral axis lies within the flange depth, the equations for a rectangular compression region are now used in the calculation of cracked section of inertia.
Formerly the flanged section method was used resulting in an underestimation of the inertia value. The distance to the most extreme tension fiber is also calculated based on the gross moment of inertia. Gross Section Inertia - an effective inertia is no longer calculated in the regions where a beam is not cracked - in this case the inertia of the gross section is now used directly in calculations Tension regions - these were fixed to being at the top at the supports and bottom at the span.
Although this would be the most typical case, others are possible. Tension regions are no longer fixed but are identified as top or bottom at the relevant positions based on the loading stage major moment sign Design details terminology - improvements are made to some terminology used in design details; First cracked section moment of inertia..
A new loading stage with full dead loads is now introduced to ensure the deflections due to live loads only is correctly calculated Maximum area of tension reinforcement A s,max - for regions adjacent to support regions, the calculation of maximum area of tension reinforcement did not recognize the provided compression reinforcement when it was not required by design.
In this circumstance the calculation is now changed from using the required area of compression reinforcement to the provided area Steel Design - Combined Forces Check - for steel design to AISC and AISC , the enhancement to the factor C b is now included in the design of steel members combined forces check for doubly symmetric sections subject to axial tension with bending This could be worked around by removing the picture from the active Steel Truss Member report prior to creating the report.
Connection Resistance - an error could occur during report generation for models with steel beams designed for other than gravity combinations Drawings - Punching Shear Checks - for checks with shear reinforcement applied to columns with alignment offsets and rotation such that the local axes of check were at an angle to the global axes, punching shear rails could be drawn inside the column section Member Details Drawings - Concrete Beams - columns connected within the span of beams - e.
They are now correctly represented in a similar way to supporting columns at span ends Content rating :.
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