It is temporary (will be removed when ground floor is in place).
So if I understand correctly, working load Pw is unfactored resultant tension in anchor (Dead + Surcharge) from analysis result right? Then
Pw <= 0.6Ap*fpy. Lets take take the max. 0.6Ap*fpy
For proof load, lets take 1.5 (lets...
450kN is the design action from ULS analysis (it is conservative as I didnt use FEA)
This where I find it weird. The working load in AS 4678 is defined by 60-65% of yield strength "Max" , which means it can be lower than 60% to even 10%. And then proof load depends on the working load. So proof...
So if I understand you correctly. lock-off load doesn't needs to be greater than design tension but increasing the lock-off load will be beneficial in wall deflection?
I don't have British Standard. Is tension capacity defined by breaking strength? Cause AS 4678 doesn't say whether it is yield...
Thank you Agent666.
This is where I got confused. Proof load (and working load) is defined by yield load as per AS 4678 while the tension capacity is defined by breaking strength (not sure about this)？
Does that mean the capacity of tendons need to be more than 1.5 times the design tension...
Thank you for your response.
AS 3600 define the yield strength as below.
If I use the breaking strength, doesn't that mean the tendons are allowed to yield? Won't it cause increased displacement issue?
Does the lock-off load and proof load need to be greater than the design tension? ie. S* <...
Can anyone help me in regards to the tendon design for rock anchors used in retaining wall?
I am using AS4678 and wondering what tensile strength fp below refer to? Is it breaking strength or yield strength?
I used yield strength but 3x15.2 tendons only gives me less than 500kN. In this case...
