Yes, it is for a Missouri DOT project.
Here is the overlayed detail:
It looks like one of the longitudinal bars will go through the U-bolts. And the #5 stirrups are at 12"oc so the #4 by 18" bars should be encompassed by at least one stirrup.
Thanks for the help!
I am analyzing the anchors for an AASHTO pedestrian fence according to the following detail. This configuration was provided to me and I typically use an alternate anchoring detail. However, for this project, the detail was specified by another engineer and I am tasked with checking it. I...
I have run into this scenario several times. In my case, the structure was a decent size - approximately 400'x400' with a very lightweight roof. Applying the roof live load reductions resulted in a 12 psf roof live load. This is approximately 1,920 kips of roof live load. The structure was...
Thanks for the replies thus far.
I am not the EOR. I was asked by the contractor about this situation. The owner is willing to accept the opinion and recommendations of a PE. The obvious and default answer is to repair the tendons. However, I wasn't sure if anyone had experience not...
Background: I have run across an existing building with a post tensioned slab on grade spanning between grade beams and belled piers bearing approximately 10'-12' on bedrock. The building is three stories, approximately 25 years old, is configured in plan view as an "X" shape, and is relatively...
Thank you all for the replies!
JAE - Yes, my initial thought was to keep the eccentricity to a minimum. 6" does not sound unreasonable to me but I want to make sure we are at least meeting the intent of the code. And yes, the rod is through bolted to the face of the HSS4x4x1/4. This does...
An ordinary concentrically braced frame (OCBF) was designed in SDC D with 1/2" diameter steel rod welded to a plate and bolted to the face of a HSS4x4x1/4. The baseplate is attached to the concrete with 3/4" epoxy anchors. See the picture below for a sketch.
The detail shows a 3" offset...
Thanks for the responses!
JoshPlum:
My question is primarily about whether I can design a moment frame in a high seismic zone with this or a similar configuration. Not shown on this model (but shown on the picture below) are a couple of other longitudinal beams which bear slightly inboard from...
I have a unique framing situation for a mechanical structure designed under Chapter 13 of the ASCE 7-16. The seismic loads are large (SDS = 1.2).
The attached RISA output shows one bay of a knee braced frame. This structure supports some equipment. Due to other space constraints not shown...
JAE - Thanks for the reply.
That seems to make sense - and I did see that provision but it seemed so generic that I thought there must be some other requirement. In this case, it is mounted to a slab on grade but other times it is mounted to a mezzanine slab.
I have a steel conveyor system designed under ASCE 7-10 Chapter 13 in SDC D. The R is specified per the chapter as R=3. However, I can not find where the weld requirements are specified if there are any. It does not seem to fall under AISC 341 as far as I can tell. I am getting questions in...
The columns are spaced a maximum of 6' apart and some are 3'-4'. I analyzed the beam as light storage as this is a theater and they are currently using it to store some light equipment, supplies, and performance equipment. They may turn it into a seating area and 100 psf would be more...
And a couple more pictures.
https://files.engineering.com/getfile.aspx?folder=9f642de0-9622-4f4c-bb57-1c3ef481343f&file=IMG_3697.JPEG
https://files.engineering.com/getfile.aspx?folder=b98ac0da-270c-4589-9d77-6f9f36366cc6&file=IMG_3688.JPEG
Column Pictures - The 2x4's inside are just loose and are not present in the installed columns.https://files.engineering.com/getfile.aspx?folder=8eedf8c6-3566-4c2b-a04c-03fd4791908a&file=IMG_3687.JPEG
I have attached some pictures which show the column in greater detail. I have also attached a quick sketch of the column. When I mentioned tapered, they are tapered by approximately 1" over the length of the column. I believe that the individual pieces are relatively straight.
I am 100%...
I have come across existing architectural wood columns which are hollow and tapered slightly. They are approximately 9" in diameter and consist of 12 individual "studs" glued together. How would I go about verifying the load bearing capacity? I was thinking that it could be approximated by...
cliff234 - I believe the Simpson L70 is both a wood and CFS connector.
KootK - Exactly. I figured they could shift the whole line of joists over 8".
I am contemplating the idea that the tightened bolts will provide some frictional resistance to torsion even though they are in slotted...
Thank you all for the comments. The Simpson L70 is simply a right angle bracket with four screws on each side.
KootK - Yes, the original detail required flange coping. And yes, I agree, part of the reason for my concern was the short slots.
To add a little bit more detail about this topic...
I have a situation where I designed cold formed steel channels to be supported by a wide flange beam on one side only. I specified a Simpson L70 connector in an effort to reduce the amount of torsion induced in the wide flange. The steel shop drawings I received showed a shear tab connection...
