Recent content by OzEng80

Why not hokie? We typically detail our pad footings so they are more or less (horizontal construction break with 'Z' bars if not poured monolithically) act integrally with the slab. Footing and slab act together - the extra mass is especially useful for hold down.

I'm with hokie. I always locate joints away from the 'restraint' that is generated by a column/footing. Not only is the joint more effective, but with this arrangement you also have the opportunity to engage the slab and potentially reduce footing size.

Thanks RE

Hi I am after confirmation that a bolted timber connection with steel side plates each side of a timber member should be treated as a '3 member connection' with a System Capacity 'Qskl' of 2 x Qkl AND a k16 value of 1.2 as per 4.4.3 of AS1720.1. This has always been my understanding (but after...

RE - just looked over this code for the first time. To me it provides some pretty specific guidance for the loads to be applied to the supporting structure. I wouldn't be too concerned about dominant openings and would just adopt the pressure provided in AS4505 (table 5.2) for your wind...

Thanks for your comments Sparweb - i will chase the manufacturer a bit harder. The unit is tiny as far as turbines go (Nheowind 3D 04) and is purported to have minimal gyroscopic effects due to the unusual blade arrangement (try googling it). I went back and checked the calcs (i didn't do the...

Hi SparWeb - thanks for the info. I take it there was no 'clamping force' or member preparation specified on the drawings? FYI - My client is a small 'green' company looking to develop a pole and footing system comprised of 'of the shelf' wind turbines and solar equipment. I have not been able...

Thanks Transmissiontowers - very useful. What was the lap splice used for the guyed poles? Can you also please describe the 'splice lock' detail used? Thanks!

Thanks ATSE, I had a look at TIA 222-G and it is similar to other service pole codes (eg AS4676) in that it defines tolerances but not actual distances or means for calculating slip splice lengths. Interestingly it defines that the splices are to be 'pulled together to ensure firm contact' -...

Thanks for your efforts BA - most promising lead thus far. I now have a copy of the document that supersedes the ASCE Manual 72 and unfortunately all the references to 'Field connections of Members: slip joints' consist of references to applied loads from manufacturers or designers - no design...

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Hi I am designing a street light pole that will consist of a tapering octagonal tube with a wind turbine (mounted on the top - 9m), solar panel arrangement and a light pole (about 3/4 way up the pole). The client wants to introduce a splice connection about half way up the pole. I am struggling...

VTEIT - they seem to get away without them. I personally make an effort not to fall on any pieces of protruding steel be it hooked, capped or sharpened!

Where i'm from its common practice to have hooks at the top of wall starters/dowels (for development and WH&S - impaling protection). As these would be bending inwards towards each other it lends itself to having the feet pointing towards each other (or U bars) as you have shown - easier bend...

I have spoken with numerous people who were holed up during Cyclone Yasi and Larry (both alleged 5's) all of whom were somewhat preoccupied to observe atmospheric phenomena such as tornadoes... I am yet to hear of any anecdotal evidence of sudden directional wind change suggestive of a tornado...