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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 recommend reading the book: "Crucial Conversations: Tools for Talking When Stakes are High" by Grenny et al. And don't communicate through email. Meet with them in person.

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...

Good point, I should have specified. The tendons are unbonded. The contractor would prefer not to retension if possible.

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...

Thank you bridgebuster and BridgeEI! I read through the sections I thought were applicable but couldn't find any service requirements. I didn't think to look under slip critical connections as I don't have any. Thanks again!

Thank you for the response! This is their exact quote: "These checks appear to apply to strength only. Please include checks for the service limit state." If the load factors are 1.0 and 1.3, what do I need to check at these levels? Deflection? I am already applying a 1.75 load factor...

Please excuse my relative lack of experience with AASHTO load combinations. I am being asked to include checks for a service limit state in addition to the strength load combinations for a typical pedestrian guardrail. I have not been able to find what this includes besides a load factor of...

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%...