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Thanks all. I have come across a formula in a FRP composite book. This takes into account both shear deformation and bending deformation. I'd be interested to compare this answer with denial idea (when I get time)...

The material is a FRP e-glass. My understanding is with these products because of the low modulus shear deflection will occur

I’m not sure this is correct with rotation and deflection? How does this take into account shear deformation? This is a composite material where shear deformation will account for some of the deflection. I’m tendering to agree with 3DDave. This is a anisotropic material.

@3DDave, you mean change the title? You are correct, Euler-Bernoulli is ineffective for that reason.

Update: Found a formula relating to Timoshenko. is this the answer or is this purely for the deflection at the tip

I'm after some experts to assist with Timoshenko. I'm trying to calculate the deflection at the tip due to shear deformation and loading. I've found many formulas showing deflection at tip when the load is at the end, however none where the point load is at 'x' I know of Pa^2/6EI x...

@just some nerd. Yes, in summary, calculate the confining pressure and apply the formula. Quite an interesting read when you get into it. I would have thought ligs/legs @ 200 spacing would be fine, by the code directed to a minimum of 150mm.

All good. Refer to AS3600-2018 commentary

Hey Team, I'm after a bit of advice regarding Cl2.2.3 (b)(ii). We have a shear wall where the vertical bars are tied together with legs at every 200mm spacing. My question is what value of β would you use? The code stipulates 'in regions where effective confining reinforcement is...

Good point Rapt and appreciate the comment. How would you define 'short term service loads' as this is what the clause specifies? Would you define this as the as the self weight and tendon uplift (i.e. transfer load), or defined as something else?

Hey, The item below refers to a post tension slab design I'm slightly confused on the wording which AS3600 uses for this clause.... 'if this stress is exceeded, by providing reinforcement or bonded tendons, or both near the tensile face with a centre to centre spacing not exceeding the...

Yes not a problem, AS2870 even allows upto 400mm of fill to be placed in 200mm layers; rolled and compacted. this would be deemed as controlled fill. However I would generally just put some backhoe piers in through the fill so you are not relying on workmanship

Hey team, I've got to design a crane beam and I'm jus wondering if anyone has any guidance or literature they can direct me to. I know its to AS1418 Thanks

Thanks guys, yes I did some more research on this and it appears got hangers are not a good idea. There we end up using diagonal struts to resist the lateral forces.

Hi, I've been instructed to perform siesmic loading on ducting and pipework which is already built. i The existing detail is basically two M12 rods which hang from for above slab supporting the duct. the connection of the M12 rod is basically fixed in to the slab providing a rigid...

Apolgies for lateness into this conversation, but I'm I correct in the sense that in AS3600-2018 shear reinforcement is only required if V*>phiVuc and not AS3600-2009 0.5Phi.V? I believe this is correct and now gives an answer which is similar to Eurocodes (EC2)

Hi, Apologies if this has been asked. In relation australia tilt panel construction, I'm trying to find out what is the minimum reinforcement to use, there are a lot of companies which specify SL92 (292mm2) on a 150thk panel. however when I checked according to AS3600, the absolute minimum...

Mate - I deal with this a lot. Two things. 1. You can design slab taking by adding the soil surface and effects from trees (I can't remember the formula but I believe its 0.7ys+yt. 2. Or you use piles down to rock. We generally use method 1. next item. I've asked the same question...

Thanks Steve, Its great to get another Engineers thoughts on this. I've looked into this abit more and I believe the reason it justs stops at 22mm is the fact the soil resistance remains the same. so even though the deflection can go up the soil resistance will stay the same. hence the two...

Thanks Steve, yes this is I was thinking that after the two points on the y deflection there is no point to carry on as it will always be 22mm. However I'm not quite sure what that means though in terms of design and resistance of a pile. Is the p-ycurve just stating the soil and pile will...