Recent content by nathan7

Hi, I'm trying to find out is there has been done any test or research that demonstrate the pure tensile bond capacity between the topping and the hollow core plank. I've got the situation where the topping is fixed to the precast walls via reinforcement bars fully lapped with the mesh in the...

Hi, I'm building an ETABS model which will have PT slabs. The PT slabs will be design in SAFE. I've done the preliminary design of the slabs and i know that 200mm works. My maximum long term deflection will be no more than 25mm. If i don't have the PT the deflection can be up to 60-70mm long...

Hi all, We are currently modelling a car park conventional 225 RC slab in SAFE. the slab is flat (no drop panel or band beams). It is supported by precast panels along the boundaries, central core and concrete columns between the core and the external walls. We have checked the deflection with...

Hi All I'm designing a rammed concrete house. I've got a 10m long wall suspended in the air. It is supported at the two ends by the boundary walls and in the middle by a return wall which span full height, therefore the wall is vertically supported at the two edges and in the middle. It's...

Etabs doesn't do time depended wind analysis, as such it doesn't calculate the acceleration. You need to manually estimate it based on deflection and period

Hi all We are going through the same problem on a model that we are doing. We don't want the slab to take unrealistic moments during lateral movement but it is also not realistic to assume that the slab is fully pinned. We have used modification factors on the moment capacity of the walls and...

Thanks Pharaohnee My problem was that the model wasn't lock so ETABS couldn't export the loads to SAFE. All good now. Thanks

Thanks guys for the help. In the end I managed to export the loads! Cheers for responding

Hi I'm working on a multi level concrete structure modeled on etabs. Two columns supporting level 2 slab are transferred on level 1 slab. We have exported level 1 slab in Safe but the transfer point loads from the columns are not there. I'm sure that this is a mistake from our end but we can't...

Hi As per my initial thread, we're working on a multi level concrete structure modeled on etabs. Two columns supporting level 2 slab are transferred on level 1 slab. We have exported level 1 slab in Safe but the transfer point loads from the columns are not there. I'm sure that this is a...

You could also create a moment connection between the in-situ wall and the pad/strip footings to reduce the rotation of the footing and use the whole (or almost) surface of the footings to take the bearing. This approach will require more reinforcement in the external face of the wall due to...

When the section is deep and there is top reinforcement some form of steel must be used to support the top mat, however, in my opinion, it is not the engineer responsibility to specify this type of steel. The builder normally used big reinforcement steel chairs to support the top mat. In my...

I Agree with you. In all my career I've never put Any shear reo in footings and always design deep enought to satisfy punching and beam shear. Probably because of phiVuc However there is always shear ligs in crane base even if the principle is the same. Can't really explain why

Hi, perhaps my question was not clear. I normally design to avoid shear steel as well, however the code require minimum shear steel for section deeper than 750mm no matter what the load is. I'm not sure if this can be completely waived.

Hi all, For the design of pad footings or rafts I use the equivalent beam approach for bending and shear design (and I check punching shear separately). Using the beam approach i follow chapter 8 from AS3600. Clause 8.2.5 (a) which require minimum shear reinforcement for sections deeper or...