Recent content by DenverStruct

Interesting. Maybe because I the test was in an unreinforced thin panel?

The only reason I mentioned ridge beam is because you mentioned you wanted to make the tie beams as architectural.

Well, the big question is, can you get the ridge beam to work to support all of that load from the rafters? That's 52 ft span.

Kootk, I just read all of the responses, and I will be honest I am not following most of the responses (I am pretty green). So let me go back to basic and I could very well be very wrong. So what really is development length then? Isn't lap splice length a function of development length...

I have not read all the responses. But if you design it and pretend the thicker wall of the LD portion was not there, I think that's fine? So on the design for the thickest part, it is only that thick up to H minus Ld.

So what do you think will happen for failure like this? Can you use what's left? Abandon the idea and start fresh?

If you have the old drawing, you can recalculate it. The good thing is, the tank is pretty square. So your geometry helps. I would analyze the wall as if the load only goes horizontal wall. See if the existing rebar can take the positive and negative moment. If that does not work, you can...

Does not seem necessary but it is not impossible. The hook does not have to be perpendicular to the wall. It can be installed in an angle to fit the wall better.

I only ask because it is really close to the outflow. Almost impossible to have ground water all the way to the top with no water inside the box.

I am in Houston now. Cant change handle unfortunately.

This is not a lift station. Here is where I am getting at. Wouldn't the junction box be filled up with water if it floods? Do you really need to design this as if the box has no water in it and you have all of this hydro static pressure all the way to top of rim elevation? I feel like we are...

Me and my colleague had an interesting conversation. We are designing the junction box highlighted in pink. All the way almost on the top of the photo is the FEMA 100 year flood elevation. My question is, how would you design the soil/water lateral force? How do you design the buoyancy...

It is exactly like avscorrie's drawing except it does not have a slab. The L shape is just buried down 3 ft with just soil. No concrete slab on the finished grade. The project is also in South Texas where we assume ground water is at 0.

This is not a retaining wall. It is a cantilevered wall to hold liquid. It is a secondary containment system for a large chemical tank. It will only hold chemical if there is a failure.

So just subtract 62.4 pcf to the dead weight of the soil and the footing? You do not think there will be about 870 psf (14 ft deep) of hydrostatic pressure pushing the bottom of the footing up? What if the soil is saturated?