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Shane Groom

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  1. Hello Anthony, While we wait for the TWF new / revised documents Barnabas mentioned, the following may be helpful to you. Have a look at C H Wang & L Pham (2011) Design Wind Speeds for Temporary Structures, Australian Journal of Structural Engineering, 12:2, 173-177. I came across this paper as it is referenced in ABCB Temporary Structures Standard. This is for marquee's, grandstands, music festivals and large stages, etc. It is NOT for temporary works such as precast panel propping, steel bracing, formwork, shoring, working platforms, crane lifts, construction sequencing, etc, etc. This paper is very valuable for large temporary structures with roofs and side sheeting. In particular, as soon as wind gusts are predicted or measured on site as exceeding an agreed limit, the Event Team can drop the side wall sheeting and greatly reduce the wind load on the structure. They can also evacuate structures if needed. Under the VBA, this is a Performance Solution that still achieves the same Structural Reliability and Safety required by the NCC and Australian Standards. While none of that helps you with temporary works, one can argue you can achieve the same Reliability and Safety. We have to be very careful if we decide to deviate from the Standards and the Deemed to Comply methods. However, you should have at least 24 to 48 hours warning of a 1 in 100 year wind event forecast. So if the Builder can implement a Wind Monitoring plan and they can install extra braces or props at short notice, then perhaps you can design for less than a 1 in 100 year wind event? The above info is general in nature and shall not be relied upon for design or certification of any structure or project. Always consult or engage an engineer for formal review, advice, design or certification.
  2. Hi Florian, None that I can think of right now. If any more come to mind I will update / repost. Thanks, Shane
  3. I've lost count of the number of small and large contractors who have asked us to certify these type of temporary fences. The wind speeds are so low from this standard that you will often see these temporary fences blown over after a storm. If these are just being used to discourage the public from entering a new house being built in the suburbs, sure maybe thats ok. When they get blown over in a storm, no one gets hurt, but they should be picked up immediately so they dont block the footpath. They should not be used near roads, public areas likely to be crowded, excavations, major infrastructure or large developments. No location if toppling would risk injury to the public or sites where the public could be injured or killed by entering (heavy plant and equipment).
  4. Hello, I tried to reply to this on my way to work, but for whatever reason I think the guest log in didn't work. The ABCB tables you are referring to; I am pretty sure it came from the paper C H Wang & L Pham (2011) Design wind speeds for temporary structures, Australian Journal of Structural Engineering, 12:2, 173-177. If you want to reference a research paper, as long as you achieve the same level of reliability as the minimum in Australian Standards, then you have satisfied the requirements. If something is certified via the VBA, it can be a Performance Based solution. Typically this may need a wind monitoring and action plan. E.g. if strong winds are predicted or measured, the structure is tied down. Even if not certified through VBA, you may be able to take a similar approach. If you can tie down or stow plant or equipment in a few hours only, you can have an in-service wind gust which is quite low, and out-of-service is as per AS1170.2. Wind gust predictions are likely only reliable for say 48 hours ahead. If site is closed for a long weekend, for example, everything would need to be tied down. You would like need to prepare and document a wind management and action plan to satisfy the Contractor or their Engineers. Also, requirements can vary state to state. All advice above is general in nature and does not consider your circumstances. Always consult an Engineer prior to proceeding. No liability will be accepted for anyone relying upon the advice above.
  5. Hi Richard, Have you looked at AS5216 Post-installed fixings, specifically Clause 4.2.2.4 'Shear load with a lever arm' and Cl. 7.2.2.3 for some further formulas? I am under the impression this standard is based on or similar to the ETAG standard(s). You could also try looking there? I haven't tried to access ETAG, so let me know if you find anything! Cheers, Shane Any opinion stated is general in nature and for the purposes of discussion. The contents do not constitute professional advice, are not intended to be a substitute for professional advice and should not be relied upon as such. You should seek professional advice from a suitably qualified engineer in relation to any particular matters you or your organization may have.
  6. There are also some values in the National Transport Commission Load Restraint Guide. Load Restraint Guide | National Transport Commission (ntc.gov.au) I believe these values can be used as guidance in absence of actual testing.
  7. Hello, Thank you for putting together the guidance document. I am just having my first read through now. Initial comments / queries: Table 1 - stakeholders: do we need to add Statutory Authorities? For example; Vicroads have some specifications (or a few clauses) related to temporary works. Or Metro Trains being a stakeholder in the Metro Tunnel project. If we are also including temporary structures (grandstands, marquees, stages), we need to get Occupation Permits from the VBA. Table 1 - stakeholders: should we add the public? This could be protecting the public from worksites (hoardings) or activities (catch decks for crane lifting). Or a pedestrian diversion which needs to be wheelchair accessible. I will try to read again later and see if I can contribute anything. I am really happy to see documents such as these being prepared, and I look forward to reading the final version.
  8. Hi Kiri, If you look in some catalogues, e.g. Nobles - Lifting & Rigging Equipment, Technical Services & Engineering Design, some of the products state the load factors. Some products may have a factor of 4 or 5 to failure. I don't have a copy, but maybe you could find more details on the factors for wear and tear, unequal load in: Design and Construction of Lifting Beams | American Institute of Steel Construction (aisc.org)
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