Hello All,
I'm designing a post tensioned parking deck in ADAPT Builder, and I believe I have all the typical PT beams and slabs working fine for stresses, precompression, and balanced loading. However, I have some girders at the end bays of the parking deck supporting a beam that I'm having...
CDLD: I'm hoping I attached correctly the picture I took of the example. There are a couple of things about Hilti that bothers me when it comes to how it handles shear calculations. Their shear calcs are a little different compared to what ACI says to do for:
[ol 1]
shear capacity of anchors in...
Thank you CDLD and lexpatrie for your comments.
In my attempts to find out examples regarding the use of shear friction, I found the corbel design examples in the PCI Design Handbook and SE Reference Manual. Both of these make the check for the max Vn across the assumed shear plane per Table...
Hello All. I've read through several different posts regarding shear friction and I haven't found where this particular topic has been asked regarding shear friction. The closest thread I found was this one: Link.
The question: What is Ac when determining the maximum Vn across the assumed...
Thanks everyone for your input so far. I would agree that if a slab is to be monolithically cast with varying thickness, the analytical model should reflect that to capture the secondary moment effects appropriately. I think I've figured out how to do this in ADAPT if I am to go this route. If a...
Hello,
I'm curious as to how the slope of a PT slab for the top level of a parking deck should be constructed/analyzed for adequate water drainage. Per the following thread, https://www.eng-tips.com/viewthread.cfm?qid=154500, the advice I like the most is keeping the slab thickness uniform in...
Thank you KootK for your input. I agree with maintaining a philosophically consistent approach to the design. If anyone disagrees or knows of a resources that explains why shouldn't, I would love to hear from you.
Section 17.2.3 of ACI 318-14 specifies when the overstrength factor is required to be used for design of anchors subject to tensile and shear loading in structures assigned to SDC C, D, E, or F. If I choose to design the anchors for tension only, then I would apply the overstrength factor to...
Thank you all for your inputs!
Hokie: The diameter of the vertical post is 4.5" and the horizontal (varies) about 5" at the joint. The material is stainless steel and the rest of the cast pieces are attached to the tee with CJP welds.
BA: My first thought was that I could not use the full...
BA,
The ratio of the diameters of the horizontal member to the vertical member is about 1 to 1 if that's what you meant?
In terms of stress concentration I was recalling how there are factors but as I reviewed my mechanics of materials, they only stipulate factors for a flat bar with a hole...
I have question regarding load path around an opening of a t-section made out of round hollow sections.
So I’m doing the structural design a sculpture that is essentially cantilevered from the ground (like a pole). The connection that makes the transition from the rest of the sculpture into...
Thanks for the additional clarification P205 and Once20036! I do wish this topic was covered in more depth in school. Looking back we barely touch upon it compared to other topics and I didn't realize at the time how critical it is to the load path.
P205, Hokie93, and Once20036:
Thank you for taking the time to respond. Your answers have been helpful. I think I'm clear pertaining to questions 2-4.
However, if I understood correctly, it seems P205's opinion regarding question 1 is to design the diaphragm for a shear strength of 667plf. On...
Hello all,
I've been searching on this forum and online as to how to design flexible roof diaphragms in a steel building but there are some things I'm still not clear about which I would really appreciate your input on.
Please see the attached document that has a roof plan and which I'm...
