Fastrak 15 software update April 2014

Please note: You will require a license upgrade to run Portal Frame and Moment Connections once this update has been installed. To avoid downtime please contact you local license team to get your upgrade PAK before installing this update

Fastrak Building Designer

  • Updated and new metal deck types to the decking database
  • US composite Auto Stud Layout – now uses the reduced moment rather than unreduced moment
  • A number of minor bug fixes and enhancements

Fastrak Portal Frame

  • Updated elasto plastic analysis solver
  • A number of minor bug fixes and enhancements

Fastrak Connections

  • New standalone design of eaves and apex moment connections to EC and SCI P 398
    Please read the Engineering notes below
  • A number of minor bug fixes and enhancements to the BS design for eaves and apex connections
  • A number of new weld sizes added

Engineering notes

Design to EC3 requires information about the loading in the column in order to establish σcom.Ed, see clause 6.2.6.2 (2) of EN 1993-1-8. This information is not held in Fastrak Building Designer so for this release moment connections to EC cannot be exported. If a BS moment connection design is changed to EC the engineer must enter the columns forces directly into the Moment Connection program if they are considered to be required.

There is a simple determination as to when a nominally double-sided connection i.e. one that has been entered as such is sufficiently asymmetric to be treated as single sided. This is the same as in the BS 5950 version i.e. when the top and/or bottom of the two beams differ by more than half the column depth. A message ‘Designed as single sided’ is written to the Moment page of the results and to the output. It should be noted that the calculation of the transformation parameter, β, and the reduction factor, ω, (see Clause 5.3 and Table 6.3 of EC3 Part 1-8) is generally less onerous for single sided connections than double sided.

The beam flange bearing resistance is influenced by the presence of ‘high shear’ in the beam web i.e. when Vb.Ed > 0.5 Vb.Rd. For moment connections and in particular those that are haunched this condition is assumed to be unlikely. Fastrak makes no attempt to identify this situation.

The design resistance of the weld at the ‘sharp end‘ of a haunch is checked against the resolved force in the haunch flange. However, Clause 4.10 (5) requires that the weld at this position needs to resist the design resistance of the (haunch flange) plate, given by, bh x tfh x fy,h / γM0 – this assumes a uniform stress distribution. It is believed that whilst this check is appropriate for the situations depicted in Clause 4.10 in EC3, for the situation of a haunch flange it is an inappropriate check. In addition, the required weld size could be significantly larger than experience indicates is satisfactory. This check is not, therefore, carried out in Fastrak.