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Thanks all for your replies, they have prompted constructive discussion between myself and my design Team and I appreciate you taking time to respond. BridgeSmith/PEinc - thank you for highlighting the risks associated with compaction behind the anchored walls, I had a plan to detail lighter...

I am designing an anchored reinforced concrete retaining wall for a sloped backfill supporting a road. The slope has currently failed, our partner geotechnical company will be designing a temporary soil nail solution to enable us to safely install the retaining wall and anchors, which will then...

Hi, Australian masonry code AS3700 provides a design value for flexural tension in masonry (limited by mortar tensile capacity). Could this extend to the tension between the base of the wall and a concrete footing - see attached sketch for details. In this case, the basement wall acts as a...

Ingenuity, that is a great post. I have already approached Hercule Engineering's supplier to ascertain which product is best suited. They have advised that 15-20mm is the minimum chase that I will need to detail because of the remedial plate thickness + grout for even bearing. I will detail...

All, with regards to the photos - I have checked the three hyper-links in the body of the text and they work for me. Ingenuity - the section doesn't but I have inspected the slab and it is definitely a metal-deck slab. Yes, we will stagger the joint replacement, unfortunately the floor above is...

I am detailing remediation for a bearing pad between concrete corbel and a metal-deck slab. See spalling in attached photos where you can see the top corner of the corbel is spalling. My assumptions so far: - Spalling is likely caused by inadequate bearing detail between corbel and metal-deck...

Tensile strength is not critical, pre-load is taken to the working load which from memory is about 50% of design capacity

Thank you all for your replies, I found them very interesting. dik, the Atlas excerpt that you attached does mention that it can be used for threaded bolts. Rouge909, I should check the Australian Standard to see what the permitted chemical composition range is for a typical structural 8.8...

I am an engineer practicing in Australia. I have a query about the use of 4140 general purpose high-tensile grade steel as a replacement for a typical/standard grade 8.8 structural bolts. The context: I have designed an M48 grade 8.8 bolt (880MPa tensile strength) to be cast in to a concrete...

The buffer is being used to stop an exacavator with 20t mass moving at 10km/hr. I am also imposing a maximum decleration of 2.5m/s-2. The main other unknown was the friction force but RolMec's source helped with that. One of IRStuff's references also assisted with the design process, it was a...

Yes, dvd, it makes more sense when you think of it as a problem to try to dissapate the energy from the impact rather than talking strictly about forces as it is not a static problem. Thanks all for your input, those references have proved very useful.

Hi, I am a structural engineer designing a rail buffer stop to resist a force of 200kN @ 10kmph. The buffer stop works by small clamps at the bottom which are tensioned against the rail shoe to provide a known force (see attached sketch for an example). This known force can then be used to...

Hi All, I am very appreciative of all this information and at the very least it will give me enough information to relate the timber to the closest likely strength within the Australian Standard. I will review all of this information with relish and digest! Slide Rule Era, as per usual you have...

Hi, I have a current job where I have to verify an existing timber dome in Melbourne, Australia against some temporary scaffold loading (in place for <6 months)and I have a question about material strength assumptions. I am verifying the main timber dome of the Royal Exhbition Building...

thread507-432682 This is a continuation of thread507-432682 which was closed before I had a chance to submit some final comments, especially in respect to comments made by KootK and BARetired in respect to the shear failure mechanisms. Please also see attached a final photo of the installed...

CANPRO, Good point on the bracing, each one takes 1t and you can twin them to make it 2t. I will check as part of design. Yes cable option may be better, in conjunction with the 'trussing action' of the bracing, vertical and horizontal members of the scaffolding. Though I can model the cable...

CANPRO, I provided a section in the original attachment in my first post, did you see this? If not clear I will do another one?

OldBldgGuy, thanks for your reply. If I understand you correctly, the tension ring could be replaced by bolting the standards where they bear onto the masonry structure? Yes, we have discussed it with the system scaffold Manufacturers, their advice was to truss over the top which is our plan B...

Hi, See attached pdfs for visual aids to my question. I would appreciate some advice on the design of a circular steel beam around the top of a large dome on a large and important historical building. I am designing scaffolding around a 20m diamater dome and its cupola to provide access for...

Agent666, Apologies for the late reply, I have been away on holiday for some time. Thank you very much for the informative reply. I can see that it the load factors don't bear too much overthinking and your global safety factor approach using AS1418 factors makes sense to me. I am also...