That's very interesting, wasn't aware of that function. I just listened to a sample of about 30 seconds, and it does sound like a podcast, though the voices are a bit clipped and unnatural. I assume you thoroughly review all the videos before sharing - have you found errors in the information?
Completely understand your point icebloom, but I should clarify that the hollow section is a non-structural requirement and a built-in part of this construction device that's being attached, not something I came up with. Shear lever arm and tensile capacity (including interaction with shear)...
That's a great reference you attached, could I ask what book it is from?
Yes, it is tensile-shear interaction that's governing the bolt group. Shear failure of the steel bolts and bearing failure of concrete are both checked but found to have very low utilizations due to high material yield...
Yes, that is what I meant. All of what you mentioned here is in line with what I was thinking too.
Agreed, these are all better ideas if starting a design from scratch. However, I'm stuck with the existing geometry on a project that was well underway by the time I joined, and making any changes...
HTURKAK,
I've made another sketch to clarify the loading situation a bit. The C and T couple acting on the bolts/base plate comes from Fconstruction * L1. The base plate is welded to the hollow member, but the hollow member is not in contact with the bolts. Fconstruction is a one-time load with...
HTURKAK, no problem, I appreciate all your (and everyone else's) input so far. Taken all together I have some thoughts on the possible ways out of this issue, which I've split into 4 options below. I'd appreciate hearing anyone's commentary on the validity of any/all of these options, which you...
Thanks for the great reply icebloom, lots to chew on there. I will respond once I've had the chance to get into it more fully.
Just curious, do you agree with my thought that regardless of the fact that Eurocode doesn't explicitly forbid it, it would not be right to count on hairpin stirrups...
Ah, understood. If the gap between the plate and bolts is filled sufficiently to ensure no clearance, do you think it could be justified per Eurocode to share the load to all bolts then? The highlighted line seemingly implies that they acknowledge it makes a difference, but they don't explicitly...
Not sure if I get what you mean by "filling all the holes". If the bolts are all cast-in, shouldn't all the holes be "filled" with direct engagement between anchors and concrete?
HTURKAK, appreciate your input as always. I would like to just ask a few clarifications to your comment.
What do you mean by this exactly? Edge failure is less probable than what?
Do you mean to say that if there is no hole clearance, then you can just ignore edge failure? I don't have...
...Basically, the shear forces on this connection are quite high, the geometry is very constrained (I can't change the bolt group layout at all), and the bolted item is a temporary construction attachment into a wall that's heavily congested with permanent reinforcement. The anchor embedment...
Not for shear, but there is also a significant bending moment on the connection that necessitates the three rows of bolts
Isn't the progressive failure assumption basically the ACI approach though? Eventually you're left with the rear bolts resisting the full load. Whereas the Eurocode approach...
I am working on an anchorage design in accordance with Eurocode. In cases where Eurocode is unclear, I can refer to other sources, and in extreme cases I can apply for a waiver of a code requirement if I have a good justification to do it an alternate way. So, here is the situation at issue...
I have a question about AASHTO 2020 Section 6.8.4, snip below for convenience:
I am designing a temporary tower for support of bridge erection. The tower will be a truss tower consisting of HSS members for the primary longitudinal legs and lateral bracing, and with thin diagonal lattice...
In case anyone from NCEES is reading this thread, in my mind there's an obvious solution. Allow people to bring their own pdfs on a thumb drive. Then they can keep their own bookmarks, highlights, notes, etc in the codes as they were previously allowed to with hard copies. And for most of us, I...
Thanks hardbutmild. I was pretty mixed up when I started this thread, but I think I've gotten it straightened out now:
-If the beam is fully in compression, crack control is irrelevant and not checked
-If there is some small amount of decompression at the bottom flange of the beam, I would...
Thanks KootK, your explanation for point 1 makes it very clear for me now.
Regarding point 2, I think this may bring me back full circle. I am planning to count on the non-prestressed reinforcement as crack control, not the PT. So doesn't it make sense in that case to use fss in the non-PT...
A few questions on this:
1. So to make sure I understand correctly, this would mean fss = (the actual final stress in the tendons) - (the minimum prestress needed to eliminate tension at the tension face due to service loads)?
2. I realize I left out something significant from the AASHTO...
I don't have any detailed insight on this but I'm most familiar with CSI Bridge for this. It works reasonably well and they have responsive customer support when issues come up. You might look into LUSAS and Sofistik as well.
I haven't heard anything about the AASHTO 10th Edition yet - do you...
You might have better luck making this into a long term plan. A good first step could be applying to major international companies elsewhere in the EU that are either based in the US or have offices in the US. Not sure how many of these there are in France, but you may have better luck in places...
