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Thanks for your time and effort csd! There are some excellent references and examples in there! I will get stuck into it! I think the basis of my confusion with this issue is with gyprock ceiling diaphragms. I have seen many examples in residential construction of trussed roofs with no ceiling...

Thanks for your response csd. Are the assumptions that i have been making regarding diaphragms accurate? Can you direct me to any literature that would help me with this? Do you think it is worthwhile purchasing the US code? Also do you do detailed calculations for validating your diaphragms...

Hi I have read a lot of threads referencing diaphragm classifications and the respective design approaches required by foreign codes. In summary, it seems that lateral load distribution should be taken as a ‘tributary area analysis’ for flexible and a ‘stiffness analysis’ should be adopted for...

Hi I have recently observed a number of precast tilt-up buildings with secondary flexible fire ties between panels. The ties seem to be used on every join and i am a bit confused about the intent - i was hoping someone would be able to sort me out ;) I understand that the purpose of these ties...

JREng I would definitely verify the lateral stability of the structure to resist the 7.5m of earth thrust. I understand your reservations about putting too much lateral load into the piles - but this thrust has to be resisted somewhere.... I take it the rest of the building is suspended and on...

Thanks hokie and rapt I still feel a little lost though…. If I could ask some more questions… ? Is it appropriate for me to estimate the total shortening based on conventional RC and add an additional 10%? Why are high levels of axial prestress more likely to crack the columns - is there more...

Hi In my region post tension slabs are undertaken as design and construct packages and engineers with PT transfer slabs provide loading plans / outputs for other consultants to undertake this component of the design. Whilst i have next to no experience at PT design I strongly dislike having...

Thanks for you reply. It seems pretty conservative to ignore friction when you have large axial loads and contact area. If a conservative value of the dead load is used in the calculation why should this force be ignored? Is there empirical evidence to suggest this shouldn't be used or are you...

Hi I have done very little precast design and I am designing some precast shear walls with large axial loads. The panels sit on a continuous grout bed and have steels dowels at each end. What would be reasonable value to use for a coefficient of friction for ultimate loading? Can i also use...

Hmmm probably should have looked there first! Thanks guys.

sdz If the loads are much less than cracking moment (ie acceptable as a plain concrete member) i would just provide minimum temperature and shrinkage reinf. bearing in mind the degree of restraint (if any) and that for members greater than 500 thick, reinf. can be calculated for D=250mm (to...

Hi I am curious as to what embedment depth and end fixing arrangement is being specified for cast-in-bolts. AS3600 defines the development length of plain bars to rely on standard hooks, except that the straight extension shall be the greater of 8db or 140mm. Doesn’t this imply that a plain bar...