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...
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...
Some people in this forum may be interested in these reports. Mainly applicable to small scale residental and cyclonic effects.
http://eng1.jcu.edu.au/cts/research_reports.htm
I recall a side comment by RAPT on a thread (that I haven’t been able to find) regarding the appropriate use of compressive reinforcing for reducing long term creep and shrinkage deflections. As AS3600, CL 8.5.3.2 now clearly states that compression steel needs to be located in the compression...
Hi
I was after some guidance for dealing with large total and differential settlements.
I have a couple of two story residential houses (one of reinforced masonry and concrete suspended floor (& basement),& one steel framed) that are to be constructed on reclaimed land comprising of about 10m...
Hi
I was after some guidance/confirmation for dealing with large total and differential settlements.
I have a couple of two story residential houses (one of reinforced masonry and concrete suspended floor (& basement),& one steel framed) that are to be constructed on reclaimed land comprising...
Hi
How do you calculate the first fundamental (natural) frequency of a cantilevered mast or pole (in my case a 13m high crucifix)? I can only find frequency formulas for members where the loading and member stiffness is parallel with the gravity loading (ie horizontal beams subject vertical...
AS3600 – 8.2.12.4 requires stirrup spacing to be reduced by 20% when the stirrup hook/cog is located in the tensile zone of a beam. Why is it then that all standard beam details and the basic industry standard is to have cogs at the top of beams? Obviously critical shear coincides with negative...
Hi
What is the approach for composite design for a double span steel beam with a concrete slab (precast decking with topping) over? I have found ample references to simply supported beams but nothing for continuous slabs.
My scenario is basically:
A 12m beam supported midspan with a 6m...
Hi
Apologies for reposting this here, but I failed to get any bites in the FE forum.
We have building analysis software that allows reactions to be provided from: tributary area analysis (similar result as hand calcs); or by static analysis (utilizes superstructure stiffness). My current...
I understand that welding of reinforcing is to be avoided but looking through AS1554 there doesn’t seem to be anything overly prohibitive there?
Am I correct in saying that if class N reinforcing is welded in accordance with Table 3.2 (ie W50X) no reduction in strength is required? Or are some...
I understand this must be pretty rudimentary but….
What is the appropriate/industry standard method for design of transfer slabs regarding load run down? Should the loads on the transfer be taken from a static analysis (utilizing superstructure stiffness) or by a tributary area method (similar...
Hi
I would really appreciate some assistance to confirm some fundamentals and sort out some nagging uncertainties that I have with respect to concrete compression members.
Firstly, I tend to define a column as a compression member that utilizes compression reinforcement and a wall as a...
AS3600 states the 20db is required to develop a bar in compression. It is also states that to achieve a lapped splice in compression (0.125fsy-22)db = 40db (for fsy=500) (32db if you have ligs) is required.
What is the basis of this difference? The commentary gives some history but not...
Hi
I have used reinforced (horiz and vertically) masonry walls as ‘wall beams’ on several jobs. These have been typically limited to well supported, lightly loaded, simple span walls and a simple first tier, strut tie analysis determined they worked comfortably. I have also done the same...
I was after some advice as to the minimum practical width for precast wall panels. The walls are to be used internally in residential type construction and will only be subject to minor loading (approx 150kN/m). As the walls are only about 2.7m high I was expecting the connections to govern the...
