The piling contractor has already provided the quote with the screw pile size and I have to consider the capacity of the concrete to pile connection but didn't find resource for the concrete breakout and pullout computation. (I am not asking the capacity of pile itself as it is not my job)
For this job I have to provide the loading on each pile in the pile group instead of giving the moment, shear and axial force from the core above only. Helix dia will be provided by the screw pile engineer and reviewed by us.
Thank you for your help. I am still going through the documents that you provide. Just a quick question, how do I check the strength of the concrete itself under uplift such as breakout? Is there any source that deal with the computation for this or can I simply use the computation for anchorage...
I have this multi stories building with a core at the boundary. There are existing high rise buildings around this proposed building and as a result, concrete piles are not used. Instead, the client is going to use screw piles. As the core is located at the boundary, under the edge wall in the...
The truss manufacturer is involved in designing the truss together with the timber members within floor cavity. Anything else like steel beams, columns, bracing is done by me. I am not sure whether it is common to not provide internal blockings but apparently the client has been using this...
Thanks BA. No, walls are not continuous. So if not internal blockings are provided, do you take the entire length of the beam as simply supported to comp the wind, ignoring the sheeting restraints on top for the sake of simplicity? (This beam is actually designed by the truss manufacturer not by...
Thanks BA. Is it a normal practice to not provide internal blockings between edge beam and the adjacent floor joist? Like you said, without restraints at bottom, the edge beam is like the 'slab' with 3 edges being restrained, in which case can wind analysis on edge beam be ignored? Do you purely...
At floor level, can timber sheeting be treated as diaphragm to transfer wind load? I have seen plans that edge beam (parallel to floor joist) not considering wind load applied to its weak axis? (6 metres long beam with 300x45 LVL ONLY) Is it because that the timber sheeting can be used a...
Hi sonofatkins, Do you compare with a manual load takedown for transfer members only or for all beams?
can you also elaborate on how you incorporate? I can envelope the design of the transfer members using these two methods independently but can we really envelope the loadings? Sometimes the...
Hi rapt. I do agree with what you said and I am being conservative. But is there any other way to envelope the elastic result, such as increasing the bending stiffness of transfer members in model to attract more loadings? When we clearly have way stronger adjacent supports (columns / walls) for...
Hi Tomfh, I am not sure what you mean by computer model. Linear or nonlinear? Load distribution from linear FEA is stiffness based while has nothing to do with stiffness from tributary area method. The 'accurate' result is hard to tell when inelastic is involved and I am seeking a way to figure...
This question has probably been discussed but I still have no idea what the practical and effective way to evaluate the loading on transfer beams or slabs is.
I have a building that contains multiple transfer floors that many transfer beams / slabs have been used. Using the tributary area...
