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  1. SteelPE

    Insurance Limits

    For me, currently insurance is running about 4% of my gross billings..... but it has increased by a lot over the past few years (from about 2% a few years ago).... and the questionnaire this year is a bear to fill out as a sole proprietor. I can only imagine what they are going to charge this...
  2. SteelPE

    Insurance Limits

    gte, I have had these issues pop up with 2 clients Client A: A steel fabricator who I used to help design stairs for. I would preform engineering calculations on the stairs to be submitted with the shop drawings to the EOR for review. This client came up with a $3M/$3M limit a few years...
  3. SteelPE

    Insurance Limits

    I have had issues with your method in the past.... usually from larger more corporate clients. I've had it happen a few times that once I complete the project, the client requests that I sign a "standard agreement" with them. This agreement will usually require some odd insurance I don't have...
  4. SteelPE

    Insurance Limits

    It is that time of year again. I have to renew my PL insurance. I am a solo engineer working on relatively small projects (single story warehouses, 3 story and under office buildings, residences etc). I used to work with another engineer years ago who started this PL policy, but he...
  5. SteelPE

    Odd Wood Connection

    I have a project where I need to hang a mechanical unit from the underside of a 4x wood member with a threaded rod. I would like the load to be concentric on the existing wood member to avoid adding blocking to the existing members. I am having a hard time finding a connection that can load my...
  6. SteelPE

    Windloads for a building in a building

    That is an odd scenario. You could always design the inner building for the full wind as if the outer building wasn't there. Probably very conservative. I worked on a project in the US 20 years ago with a similar situation. In this instance, I don't think we really checked the building for...
  7. SteelPE

    ACI Shear Strength Requirements

    JAE, We are basically following these provisions (which is good to know). We have evaluated the structure for lower strength concrete and are OK with the design with a few exceptions at specific locations.... which we have told the GC and owner about. Unfortunately we will not know if those...
  8. SteelPE

    ACI Shear Strength Requirements

    I had set this up with the architect prior to the analysis when the breaks started coming in low. I gave them a few options on could be done (rip out the effected areas...... easiest for me, analyze the foundation for the lower concrete strength..... easiest on the contractor). I told them it...
  9. SteelPE

    ACI Shear Strength Requirements

    Just as a follow up to this. At the point I wrote this inquiry, we had not received the concrete breaks for these column piers. After some conversations with a few other engineers, we decided that if needed, we could repair the piers, if necessary, without much interruption to the construction...
  10. SteelPE

    ACI Shear Strength Requirements

    I have a project that is currently under construction that is a single-story metal building. The building is somewhat large and has a base shear of Vu = 49.7 kips. We designed the foundation utilizing moment resistant foundations as we have had issues lately with clients ripping out tie rods and...
  11. SteelPE

    ACI-318 Anchorage (Ninjas apply here)

    Better you than me. What is the thought process in only providing a semicircle for an embed plate? Would it be possible to case a full circular plate? As JAE said, you are going to have to do some mental gymnastics to get this into a 2D analysis.
  12. SteelPE

    Back to Back Angle Bending

    I am anticipating the pipes to weigh 4plf..... so not overly a lot of load we are dealing with. At 18' we are talking about 162 ft-lbs.
  13. SteelPE

    Back to Back Angle Bending

    The reason whey they are looking to bolt two angles together is for weight purposes. They have to had carry everything into the building and then do all of the work off of staging (no lifts allowed). A tube would be my first choice of section, but not sure if I can get one under the weights...
  14. SteelPE

    Back to Back Angle Bending

    I am not sure if the plan on doing hangers or not. Not exactly sure of the detail they plan on using. I envisioned the section being rotated 180 degrees with the web in compression, but then again, that doesn't make sense as that is the section that you want to brace the most. At this point...
  15. SteelPE

    Back to Back Angle Bending

    rb1957, back to back is in a Tee (I believe). I am not exactly sure what the fabricator is proposing. EngDM Your paper is certainly good enough for me. I wasn't sure if you would use J or 2J for this. Funny how the AISC doesn't really address this (or maybe they do and I just couldn't find...
  16. SteelPE

    Back to Back Angle Bending

    I have been contacted by a steel fabricator to assist them in the design of supports for some sprinkler pipes in an old gymnasium. By some chance, they have sent me the old structural drawings from 1949 which give us the beam sizes and spacings for our supports. The existing roof decking is...
  17. SteelPE

    Tube to Tube Moment

    Yes, that is somewhat what I am going to have to deal with on this one. The ole "it has a small canopy on the front" trick. How would you treat Db in this scenario. The branch member is not a square but rather a 10x6 tube. I can take an average of the two sides (8 in) or use 90% of the depth...
  18. SteelPE

    Tube to Tube Moment

    I have a project where the client has had the architect client has had the bright idea to have a fancy canopy project out from the front of the building. To add to the complexity, this canopy is to have AESS (architecturally exposed structural steel). One area requires a rectangular HSS to...
  19. SteelPE

    ASCE 7-22 Windward Drift

    FM Global document 1-54 requires the use of ASCE 7-22 on page 6. This document was updated in October of 2024. This issue was picked up during the code review by the FM Engineer. Prior to the start of the project, in June of 2024 we had a meeting with a FM Engineer to go over the design...
  20. SteelPE

    ASCE 7-22 Windward Drift

    The question is in reference to the drift width W not the height of the drift. Maybe I didn't make that clear.... I will try to edit my question.

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