I appreciate your thoughts... I totally agree the new engineers need to fall under the umbrella of a PE. Since a senior PE is charged with thier training in my company, it seems logical that this is where the requirement of licensure should be. I can see how it may be different in other...
Does not being licensed effect how states look at the 4 yrs of experience that engineers need to have before taking PE? It seems like this needs to happen under a pe, much like the whole responsible charge clause idea of sealing a project...
We are reorganizing our Structural engineering company and we are debating on when you should require a person to become licensed when "moving up the ladder ". I tend to think it's when you start having to train other engineers. This is called a senior PM at my firm. Our structure is...
I have a project with "c" shaped concrete core walls for both shear and gravity.
The walls surround an elevator core, so on the "inside" of the "c" shape, there is no floor. On the other side of the web, there is a stair opening, so the web of the wall group is technically unbraced for 5...
I'm new to ram structural system. For a tall building of 16 stories (concrete columns, pt flat slab,concrete shesrwalls), i have a question about the modeling of the lateral system. When looking at the columns, do you model then as lateral columns as well as the shearwalls? I have run...
Programming PE
In my mind, I am justifying the use of the smaller tie by saying I'm under the compressive load that was allowed at the time. My rationale is that there could be other columns in the building that have the exact same tie configuration that was allowed in the code at that time...
That is kind of my thought... I was able to locate a copy of the ACI 1947 code. Going with the theory that the ties in a column are to confine the reinforcing steel in compression, I went to the existing code and calculated the maximum gravity capacity of my column, and i am under it, so I...
I have a project where i am adding load to an existing concrete column built in 1950's. The gravity load is being increased by more than 5%. My question is based on an analysis, the column can withstand the imposed loading on the columns, however, the column ties do not meet the minimum...
I guess, one option would be to use 0.6" tendons, for less strands. Anchors are bigger, but it might work out as well. Perhaps that is what the example did, as those plans do not list a PT tendon size. Is this typical in the US to leave that part up to the supplier? I have always specified...
The example set of plans i have is using 725 kips effective force, for a 24"x34" beam with a 7" slab. Beam span is 62' and spacing is 29'. at ends of the beam, the PT profile is listed at 23.625" above the bottom of the beam, which is 10.375" from the top. I calc the CGS of the beam to be...
I am using the effective flange with of 8*slab thickness on each side of the web, which would be 136". For the CGS, it is 9.68" from the top of the section. (The 13.3 from above was from memory). I can still get the beam to work if i move the anchorage down to the CGS of the beam itself...
I have a parking garage beam/slab system i am designed. Beam span is about 56'. 7" thick slab, beam dimensions are 24" wide x 32" deep. My preliminary design shows i need 27, .5" diam tendons.
Question is about about the end anchorage. I have read that it is preferred to have the...
I agree with Ingenuity. It most likely is unbonded, and 12" SOG is very thick. Is any part of the tendon visible? How was it determined they are 6" deep? Bonded Tendons are normally in a corrugated duct, which unbonded are in a smaller smooth plastic sheathing.
What version of ADAPT Builder are you using? I had this, or a similar error a while back, and when i contacted support they indicated they were aware of it, but the deflection results should be correct. I have since upgraded to Builder 2018 and not had this issue.
How are construction joints handled in a 2-way PT slab construction? If the tendon is continuous through the joint, it seems like the moment capacity of the slab is the same as if the joint weren't there, correct? Why would you use a intermediate stressing anchor vs, not one, but still...
