STrctPono, thanks for your response. The 'nib' terminology must be a New Zealand term, very commonly used here [bigsmile]. What would you call it?
Couple of queries:
Why would you specify a non ferrous longitudinal bar? I was going to specify a #4 (12mm diameter) standard reinforcing bar . The...
I am designing a new concrete nib that will sit on an existing suspended slab or beams, 150mm high, 90mm wide. The nib is a retrofit for waterproofing and durability of the non load bearing exterior walls to sit on. There is roughly 600m of nibs to be constructed throughout the 3 storey...
Agent666, thanks for your reply, very helpful.
It is in the Bay of Plenty on low lying silty soils. Possibly differential settlement could have caused this but the rest of the building is in reasonable condition and the shrinkage and corrosion does seem to match the issues.
Hopefully the wall...
NorthCivil, I partly agree, but one thing I forgot to mention is that is looks like the wall is pulling away from the column along the whole vertical length. This could be shrinkage as mentioned...
Do you think it being a 6m high cantilever rather than being propped at the roof has made it worse?
Civeng80, do you mean the foundations?
If by slab I assume you mean wall and beam you mean column, then yes they were poured in separate pours. Precast wall and cast in situ columns.
Please see attached PDF with photos and existing drawings and a sketch.
The back wall of this single level large open span building has large cracks in it. The cracks have got larger over the last 5 years. The building is now 35 years old.
The wall is 6m high (19ft) 125mm thick precast panels...
Yes, seems to be an issue with stability of the model. I ran the standard solver which gave joint error: diag = 0, a problem with zero stiffness. It was occurring to the all the joints at the top of the walls. The problem was I had tried edge releasing the walls out of plane which was causing...
I have a 3 storey building with ground floor RC walls and concrete first floor, above first, second floor and roof is and steel and timber frame. I am designing the ground floor concrete shear walls using the demands outputted from ETABS. I have used manual seismic loads applied to the centre of...
Thanks for the advice, it is very helpful. We have braced the entire roof and end walls but because of the aspect ratio portal frame action is still fairly dominant. We have also assumed 20% base fixity in our model. Concurrent crane loading has been allowed for as it is small compared with the...
Im designing a steel portal frame building to AS/NZS 1418.18 that supports an 2 10 tonne internal gantry cranes.
Link
Section 5.13 Serviceability, requires that the columns supporting the crane are not allowed to deflect laterally more than 10 mm at the support under serviceability loads. This...
