AS2699 brick ties
AS2699 brick ties
(OP)
Does anyone have a copy of AS2699?
If I am given a 'characteristic capacity' in kN of a brick tie by the manufacturer, what is the phi factor I would apply to this to get my design capacity?
I assume this would be in AS2699?? I am a bit over buying codes and then not finding the info i was after..
Thanks!
If I am given a 'characteristic capacity' in kN of a brick tie by the manufacturer, what is the phi factor I would apply to this to get my design capacity?
I assume this would be in AS2699?? I am a bit over buying codes and then not finding the info i was after..
Thanks!





RE: AS2699 brick ties
RE: AS2699 brick ties
I hope you have AS3700 if you are designing masonry!
AS2699 may be useful for background info, but shouldn't be required for routine design.
RE: AS2699 brick ties
RE: AS2699 brick ties
RE: AS2699 brick ties
RE: AS2699 brick ties
For my typical situation (Region B; Importance Level 2) the ultimate wind pressure is 1.21kPa (at ground level). The greatest pressure co-efficients occur at side walls -0.65 with an local multiplier Kl of 2.0. This gives a design tension force on the wall ties of 566N. Even if I have my wall studs at 450crs which I usually do, the design tension force on the wall tie is still 424N.
Living in Brisbane, I have always called up medium duty wall ties which I now begin to think is under capacity. Does anyone who designs in Region B call up medium duty wall ties at 600crs. I have only seen one design to date which has called up heavy duty ties and that was for a carpark balustrade wall in Region B.
Also, silly question for asking, but what is the maximum span/deflection ratio for stud walls which are supporting a brick veneer wall. I have been using span/200 which allows movement of 13.5mm in the wall at midspan for a 2700 high wall.
RE: AS2699 brick ties
Under capacity for side walls only, which in the event of a 500yr wind would be the walls which get sucked off the building.
RE: AS2699 brick ties
I would assume that if brick veneer deflection caused problems we would have a much more definite deflection criteria to adhere to. Span/200 would be the minimum we would use for any wall. If the frame is designed for span/200 then the added stiffness gained by the brick skin (that we generally don't allow for) would probably take it much higher.
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RE: AS2699 brick ties
RE: AS2699 brick ties
AS3700, in 7.7.2(b), limits the deflection under serviceability wind load to L/300.
RE: AS2699 brick ties
Your proposed H/200 for 1 in 25 yr winds seems sensible for studs where the additional stiffness of the veneer would be significant.
AS1684.1 (residential timber-framed construction)has a stud deflection limit of H/150 or 20mm, but says it 'may not preclude damage to brittle surfaces'. Also wind loads are based on AS4055 (classifications N1-N4 & C1-C3), I don't know the correlation with AS1170.
AS/NZS1170.0 Table C1 stipulates H/400 for masonry walls, face loaded, for 1 in 25 yr winds.
Re wall ties; AS3700 Table 12.5 has spacing requirements for the different tie rating and wind classifications. Again, based on AS4055 where there are no local pressure factors.