Search results for query: *

See attached.

I read some of your other topic but not in great detail. Is this correct? To me, the definition of "pure compression" is when the column is loaded through its centroid (i.e. zero moment).

I agree with EZB. Make the cap deep enough that the bars do not need to be hooked at all - if possible.

I agree with Just Some Nerd that that particular clause in the code is meant to apply to industrial warehouse type buildings with tilt-up precast walls.

Have you considered using OrbiPlate? https://reid.com.au/product/orbiplate

Why is that? I have been told by a competent welder that galvanizing doesn't need to be removed, similar to what Lex said above. What is different about stud gun welding?

I think you will need to consider 8 load cases. The 375kN force acting up, down, left, and right. The torsion acting clockwise and counter-clockwise.

The deflection limit should reflect the specific situation. What I mean by that is that if there is a historic building close to the wall then you probably should aim for the 1" limit. Similar if there are services located in the ground adjacent to the wall. It it is just a backyard then maybe...

I would not do the steel bracing like that. Use stiffener plates.

Refer attached. I take no credit for it - I cannot remember where I got it from but I think it was another Eng-Tips thread.

Because the area of reinforcement is probably only a few percent of the total area of the column, deducting the area of the reinforcement will make little difference to the answer.

At that span you may want to consider a truss.

The value of 2.5 is given in the Australia piling code (AS2159).

The gap between the pile caps is not an issue. But it looks like the piles from one cap are too close to the piles from the other cap. Typically you need to maintain a center to center pile spacing of at least 2.5 times the pile diameter.

The "Bishop method of slices" is one form of hand calculation that can be used for slope stability analysis.

When looking at the stability of a rock slope the presence of any joints is an important consideration - particularly the strike and dip of the joints (ie. the direction of the joint). It may not be as simple as you think.

I do not think anyone is going to be able to provide meaningful comment without first reading the geotechnical site investigation report and being provided more details (your sketch and descriptions are vague).

You can calculate the cracked bending stiffness using the method of transformed sections. There is an example here: http://www.ce.memphis.edu/4135/PDF/Notes/Chap_5_2_flex-trans.pdf

That "load and support condition" table has nothing to do with K values. If the top is restrained against rotation you can use K = 1.2. Otherwise it is K = 2.0.

For blockwork walls, which may be load bearing or non load bearing, the reason to show both on the same drawing is because the same sub-contractor will be supplying/installing them - so it helps with procurement. Similar for precast walls.