Typically we hook extensions parallel to the force that is affecting them. Once the hook development length is reached, does it matter in which direction the extension is relative to the direction of loading? In my mind, tension is tension and shouldn't matter directionally.
Assume red arrow is...
I'm struggling to understand what's going on with the equations from ACI for Concrete Breakout Strength in Tension.
I am doing a check on some light pole footing anchor bolts, and the embedment depths are quite deep on these (~38" so my ca1 values are <1.5hef on all sides of the footing)...
I have a seen a few different orientations for a slab on grade and its connection into a foundation wall. Is there a more correct way to do it? Specifically for something like a generator or small building station, my thought would be to use the 1st orientation with L-bars to tie everything...
I was reading that Brom's method for embedment depth needs to use overload/underload factors on it. AASHTO LRFD for signs section 13 doesn't mention anything about this in their commentary about the method. Is it right to assume that the wind loads need to be adjusted to 0.6W and then rerun...
Say we have an 8" over slab on a junction box (10'x10' or so). The cover sits on top of the walls, so it is simply supported all around. What is the reason for bottom and top steel reinforcement if there is no negative moment in the slab? Is it just conservative for T&S reinforcement or is there...
A couple of questions about hooks:
I'm looking at a City detail for a combined drop inlet. The image that I attached is the reinforcing detail for the diaphragms that are placed in these combined inlets. The view is "Plan" view, so looking down on the diaphragm from up top.
My questions:
1)...
I was doing a bit of research this morning and see that deformed rebar can be post installed using the same design criteria as anchor bolts.
My understanding of anchor bolts is that you are always designing them using tension and shear forces for the failure methods. In the attached image, there...
I've been looking at examples of large utility poles being embedded at 10% height of pole +2 feet. I'm curious how the bending moment due to wind is actually being overcome in making these judgments? Is it the passive and active earth pressures acting on the embedded portion of the pole that is...
I am working on a niche structure that is segmented for a total change of 60-degrees in about 30'. I am trying to place spacing of the rebar at 12", but I'm curious how one would place this rebar WITHOUT exceeding 12" on the outside part of the structure.
The attached image in Plan View is what...
