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Here is a quick comparison of AS 3600 and AS 5100.5 regarding provision for high strength (> 500 MPa) reinforcement: AS 3600 (including up to Amendment 2 as of 2021) Scope allows for reinforcement up to 800 MPa, with a limit of 600 MPa to be assumed for ultimate limit states unless noted...

I assume it is max aggregate size, but it is very poorly worded

@Retrograde, thanks I'll check it out

@PersonalProfile, thanks for that, I realised I had that guide saved previously so I'll give it another look @human909, thanks for the response. Unfortunately the situation I'm dealing with has some steel connections that don't quite fit, and so the original holes need to be reamed out or...

I have a few questions about plate washers that AS4100/AS5100.6 require for oversize or slotted holes. I want to make sure I have this right. Taking the case of an M20 bolt as an example, it is clear from the code that anything other than a standard 22 diameter hole would count as oversize or...

I was watching a TV show about the construction of the Gateway Arch in St Louis MO. I can't remember if they used cold water or warm water, but they doused one side of the arch to the two halves to align at the top so they could install the final piece. I've never seen it done with bridges, but...

Thanks @KootK, we will still need the outer stiffeners during the jacking operation, but agree with the rest of your comment. I'll investigate these tension field shear design and web doubler plate options too.

@Eng16080, will definitely consider just increasing the section size, agree that is probably the easiest solution in this case

...is a simpler solution in just adding a pair of diagonal stiffeners that will provide a kind of strut-and-tie system as below: A few questions: *In general, is the overall idea sound? Am I missing something obvious here? *I would intend to check the diagonal struts in a similar manner as is...

Does the design still work with some of the bars cut off? I have run into this situation in the past, where (usually luckily, but sometimes deliberately at design stage) we could afford to lose a few bars - either having insufficient development or cut off completely.

We have used this recycled plastic stuff before as kerbs on boardwalks / golf cart bridges, similar to the below photo. I have to admit I don't really recall how strong the stuff is, but in those cases the loads were very small. I've also seen them used as pedestrian barriers, fence palings...

@human909 You're correct that the whole point is to not engage the bolts (ideally). However, in the temporary situation before the deck is cast and the splice bolts are properly tensioned, we are looking at the option of these loosely installed bolts providing restraint to the girders mainly to...

Thanks all for the replies. I just wanted to respond to a few of the general questions in this thread. The reason for this particular installation sequence is really not part of my review, I am only checking the temporary condition of the girders during construction. There are a few additional...

I suppose attacking this from another angle - if these bolts are installed snug-tight (i.e., by the usual definition, installed with a spanner with the full force of a person) instead of hand-tight, is it realistic to expect that they would allow slip in the connection and to avoid loading up...

Are there any situations in which hand-tightened bolts (less than snug tight, basically loose) can be relied on for structural capacity? I am checking a steel-composite structure which is intended to be continuous for the future live loading. The beams are initially to be installed in a...

Not quite. I think you can assume the cog/hook provides an immediate 50% anchorage which might be enough capacity in some cases. It depends on how the code is interpreted, whether the use of a cog/hook means the development goes from 0->100% from the end of the cog/hook to the point of 0.5Lt...

This is a problem I've come across in similar situations to your sketch. AS3600 only requires that the tie extends beyond the node to achieve the design strength of the tie, not necessarily that it is fully developed beyond the node. It also says that you can get away with a minimum of 50%...

@Once20036, I'm confused about what you mean by the sides being non structural welds? Agree that the unstiffened mitre joint is not ideal but it can be made to work in some situations. The usable capacity is something in order of 1/2 of the bending capacity of the hollow sections themselves...

...on this because I don't want to clog up the thread with my ramblings. I've tweaked the model somewhat to reflect the more realistic geometry: *80' span *7' width *5' height *Top chord = 3" tube (generously assumed to be 0.25" thick, which seems to be the thickest available) *Bottom chord =...

Also, I initially thought the 73' span by Sym P. le seemed a bit long, but it seems to be closer to 80' even. The height of the doorway should be 8' exactly, given there are 16 slats at 6" spacing as can be seen in other photos.