Kiri Robbie

Question sent by David - is there any difference is design procedural scope between Permanent Works and Temporary Works engineers for building related construction (say residential housing or commercial high rise) and infrastructural works (say highways)? If there is, can you please outline the differences? Furthermore, is there a code or standard which can assist with this?

Question sent by David - I was wondering if there exists a design procedural document (preferably Australian-related standards or others) which outlines the delineation of scope between Permanent Works and Temporary Works engineers. I am aware of Clause 8 in "BS 5975-2019 - CoP for Temporary Works", however unsure if there is a direct correlation to related practices within Australia

Could you let us know the reference standards and regulations for design of riggings? What safety factor and deflection limit should be considered during the design (such as window /light weight rigging).

What load factors are applicable to lifting equipment and lifting points? (dynamic factors, unequal load distribution factors, etc.)

In the lift plan for the computer, are the shackles and padeyes in Detail A and B in the wrong orientation? It appears that slide loading will be applied to the padeyes.

How can lateral travel make the lift become unstable?

With the static loading (first) discussion, you mentioned a secondary pivot point of timber/rubber can be used if a suitable pivot point cannot be achieved. In this case, what is the process (if any) of sizing and positioning these secondary pivots?

I struggle to control large reo cages when transferring from the tail lift crane to just the top lift.  Any suggestions?

Is there are maximum or minimum angle on the sling and spreader bar, or does it still follow A>B?

Your sling force calculation showed a 32t live load on a spreader with unequal slings to calculate / determine size of a shackle; does the 32t weight need to factor in a FoS of 4, or is the FoS of 4 already taken into account of the rigging?

What are the major risks involved in re-using temporary work structural on several projects?

What are the legal responsibilities / liabilities for engineers in terms of temporary works?  Especially if done by others at a site.

What are your thoughts on contractors current tendency to have certified temporary works designs "independently reviewed" by another engineer

Does Australia has a particular code to design for TW or just refer to BS code that you mentioned earlier?

In terms of loading, what checks do you carry out for temporary work conditions? 

Thanks for the great talk Barnabas. What load factors are usually used for temporary works?

While I appreciate your “Difference between TW/PW” Table early in the Presentation Slides, I’d like to suggest another category of significant difference, being “time”.  Can you please comment on how best to consider the time-dependent nature of TW as compared with PW, including during Design, Construction, Operations, Maintenance, Modification and Demolition.

Temporary structures for social/recreation events are particularly hazardous. Low level of technical understanding by Client and budget constraints. Any management suggestions?

What is your opinion on sign off of TW? Chartered engineer? Both a designer & checker required for sign off from the original design company (independent to 3rd party checks?)

Any comments on assessment of dynamic loads and protection from unexpected loads such as temporary storage of equipment and materials on the temporary works structure?

How can the TW Designer protect him/herself from inadequate time and budget for design process?

Can you please provide comment on the Table 8.3.1(A) of AS5100.3?  Geotechnical Strength Reduction Factors proposed for PW and TW are not much different that is very different to our industry practice

What is the duty/role of the permanent works designer in respect to TW?