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Recent content by ChiEngr

  1. ChiEngr

    ASCE 113 - 100/40/40 rule

    Thank you for your response. If you do end up getting more information, I would be happy to hear and learn.
  2. ChiEngr

    Drilled Pier Frost Heave

    Thanks BAretired!
  3. ChiEngr

    Drilled Pier Frost Heave

    Do you have a specific product in mind?
  4. ChiEngr

    Drilled Pier Frost Heave

    Diameter of the pier is 2.5 ft, depth to frost is 3.5 ft - which results in an upward load (based on circumference of the pier) of around 44 kips. I would have to go very deep in the shaft embedment below the frost depth to get an adequate uplift resistance via skin friction.
  5. ChiEngr

    Drilled Pier Frost Heave

    Hello, I am currently designing concrete drilled piers, and per the geotech report, the recommendations incur a 1600 psf design stress for potential frost heave. The recommendations also state that placing friction reducing material can be considered as an alternate option to prevent damage...
  6. ChiEngr

    ASCE 113 - 100/40/40 rule

    Hello, I am designing a substation support structure, and I was wondering if anybody had any guidance or experience with orthogonal combination of seismic loads when using the Equivalent Lateral Force procedure. Per ASCE 113, Section 3.1.7.8, it states a series of design load combinations using...
  7. ChiEngr

    Bar Grating Stair Treads

    Thanks for the feedback!
  8. ChiEngr

    Bar Grating Stair Treads

    Hello, I am designing an exterior steel stair and was looking to implement bar grating treads with end carrier plates containing holes for 3/8" bolts. I know I am dealing with very little load, but I am wondering if others have specified a 3/8" hot-dipped galvanized bolt in the past? What grade...
  9. ChiEngr

    Beam to HSS Column Connection via WT

    Thanks, KootK. This is actually what I am planning on doing barring the calcs working out.
  10. ChiEngr

    Beam to HSS Column Connection via WT

    Hello, I am working on a WF beam to HSS column connection that I am hoping to achieve through a WT element. My question is with regards to whether it is reasonable to assume this connection to be "pinned." The connection is subject to axial force, vertical shear force, and horizontal...
  11. ChiEngr

    Pile Pushover Analysis and p-y curves

    I have a question regarding lateral pile analysis that I am trying to wrap my head around. I have an analysis of a single drilled shaft that I am working on using LPile. I performed a pushover analysis to see at what level of pile head displacement that a plastic hinge would develop in the...
  12. ChiEngr

    Concrete strut connection at top of wall

    I am way good in punching shear. Part of the reason is because the walls are 12" thick and the axial demands are around 30 kips. If this strut was fixed-fixed, the moment would be less than 10 kip-ft. I am not too concerned about punching. I was just conceptually trying to figure out the best...
  13. ChiEngr

    Concrete strut connection at top of wall

    The structure is a bio-retention structure consisting of perimeter walls and supporting footings. I implemented concrete struts along the wall length in order to mitigate the size of the footings. The size of the footings would be prohibited by large existing utilities, so this was the best...
  14. ChiEngr

    Concrete strut connection at top of wall

    Thanks for the response Koot. The strut is between two walls receiving roughly equal lateral earth pressure. That is the source of the compression in the member. Do you have any thoughts on #3 above? Does my question make sense?
  15. ChiEngr

    Concrete strut connection at top of wall

    Hello, I have posted about this before, but had to make some design changes. I have a concrete strut (primarily an axial member and taking small flexural demand) which needs to be shifted up towards the top the wall it connects to. I have the following questions: 1. For this strut to behave as...
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