I agree with DaveAtkins. You'll need to analyze and detail the roof diaphragm with new chord members to get around the opening and make sure it has adequate collectors to handle the increase in shear stresses.
Regarding the roof pressure, ASCE7 has a procedure for determining if a building is...
Seth - correct me if I am wrong but my understanding is that Ram SS treats each wall as a rigid body and applies the forces as a uniform load. Any point loads or non-uniform loads that occur on the wall are assumed to be distributed over the full length of the wall. If the point load is not...
There should be some language regarding clear cover requirements for elements manufactured under "plant" conditions, and I believe the consensus is that tilt-up panels can be considered to be constructed under similar circumstances as it relates to tighter tolerances in the placement of the...
It would be difficult to say why you are getting this discrepancy without seeing the details of both models . Just in case, here are a few things to check:
- Boundary conditions, column fixity at the slab and at the ends away from the slab
- Load combination factors
- Is one program applying...
This topic is a couple of months old but I have a project where this issue came up. I am in agreement that the podium slab needs to be designed either for the Omega factor or the capacity-limited horizontal seismic load effect per ASCE7. For the capacity of cold-formed strap-braced shear wall...
It doesn't look good to me. The eccentricity will result in tension on the connection at the bottom of the joist and I'm guessing the hanger isn't rated for that. I think you would be better off bolting a ledger onto the concrete foundation wall below. If you can make it work with 3x or 4x...
Long story short, I believe it is permitted as long as you have solid blocking between the strap and the sheathing, and nail the sheathing to the blocking to transfer the force.
I typically make the ones closest to the wall straight and switch to draped tendons some distance away from the wall. Not based on any particular calculation I could see something like 4 ft being a good distance to start your profile. If you wanted to get really detailed about it, I might vary...
I wonder what effect this might have on blocking at panel joints? Aren't those typically constructed with a flat 2x? Might look a little odd to see the nails coming out the back side of those pieces if they have to be this long.
A few thoughts:
- If this is an actual condition you are trying to analyze (IE not a theoretical problem you are doing for school), please consult a licensed professional engineer to evaluate this column. You don't want to load up an existing column and potentially cause a failure.
- Wood posts...
I work in the US and have seen slopes achieved using many different configurations, including what you described above. It is important that you establish the manner of drainage, because as you said if they want to keep the soffit level and just slope the top surface to the drains you will have...
This is how I would recommend handling the issue. It is permitted by code, so you should feel comfortable proceeding in that direction. I would recommend using FEM or one of the methods described by rapt to determine the moment and stresses in the slabs due to the non-uniform layout and...
When I started designing these slabs (thick transfer slabs supporting 2-5 levels of light-framed construction), we always put in a uniform mat of bottom reinforcement regardless of code requirements. Similarly, I was challenged on this several times and found that many engineers in the US are no...
I think Enercalc does flitch beams now. They did a pretty big overhaul a year or so back and made a bunch of improvements that may be worth checking out.
I've spent much time considering these same issues in the past. I've landed on something like what you are describing:
- Tension/compression chords should be designed per the SPDWS equation. I consider that to be the post itself. Based on the way the equation reads, I don't know that the code...
I would study the code on this carefully. We came across this issue recently and I found many instances in ACI318 that indicate you need to consider slab moments transferred to the columns. Obviously, there is some engineering judgment that comes into play here, as the connection between slab...
We tend to use Bluebeam. Print out a framing plan (or foundation) from Revit with all annotations temporarily hidden and you get a nice background with which you can add whatever notes you need. If you are organized about it, you can get labels added to all of your beams, reactions at each...
Adapt has a lot of good technical notes here: https://adaptsolutions.wordpress.com/adapt-builder/technical-notes, especially if you are in ACI territory. Not so many rules of thumb, but a simple explanation of the process used for various aspects of the design.
