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  • Users: Iasonasx
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  1. Iasonasx

    Debris load and distribution on flood event

    My current design challenge revolves around accurately distributing debris impact loads on walls during flood events. Beyond hydrostatic and hydrodynamic forces, I must integrate the impact of debris. Although the debris load is quantified by Fi=W⋅V⋅CD⋅CB⋅CStr, the critical unknown is how to...
  2. Iasonasx

    Method of determining rebar (As) in composite slab

    Is there a method to determine the amount of steel necessary in a slab? I have done this a couple of years ago but I totally forgot the method I followed. One thing that comes to mind is to consider that like we do the method of designing top steel in beams. But is there a set of tables to...
  3. Iasonasx

    Concrete slab pour on a slope

    We are considering designing concrete on a slope. That will be a roof actually and we are thinking about making a plain slab, cantilevering a foot or so beyond, and giving it a slope. Is there a maximum slope that would be recommended and are there any simple formulae for the concrete mix that...
  4. Iasonasx

    Preferred program for the SE exam

    I wonder if any of my colleagues would recommend a program to follow for the SE exam. I am looking at the PPI but there it states PE Structural. It is confusing if their program is focused on the PE Civil structural or if it on the SE. Any input or any other suggestions?
  5. Iasonasx

    Recommendations for prep books for the SE exam

    Any colleague has recommendations for a book for the SE exam? I have never used a single page of the AASHTO code and I am very worried about that. I am not interested in the bridge design option but I know the AASHTO was in 25% of the Multiple Choice portions.
  6. Iasonasx

    Risk Category IV vs Roof Live Load Reduction

    Is there any code or clause that prevents us from applying Roof Live Load Reduction in a Risk Category III or IV building?
  7. Iasonasx

    Is there an FAA or other authority that overrides the reduction of Roof Live Load on airports?

    I have ran into counties or cities that override the codes (IBC, ASCE 7 etc.) requiring that snow loads do not go below a minimum value they set or not allowing reduction of live loads etc. So is there any authority that overrides what reduction of loads is allowed in ASCE 7 for airport design?
  8. Iasonasx

    Is there an "industry standard" of 20 psf superimposed load?

    I just read a comment that there is an "industry standard" of applying 20 psf superimposed load on roofs of steel structures. Is that true? Isn't the whole combination of those factors given in the LRFD system adequate? And if we add another 20 psf, we add it as what type of load? Is it Dead...
  9. Iasonasx

    Crack control for Swimming pools

    I wonder if there is a code I need to refer to for an already existing swimming pool. If I were to design one myself, I would use the ACI 350, but I cannot claim that an existing pool is inadequately designed because it does not apply the ACI 350 code. Any suggestions on what would be...
  10. Iasonasx

    Recommendations for live load value of existing residential highriser

    I was asked to check if the columns of a 30-story condominium building are properly designed to today's standards to carry the loads they are supposed to. I can use the ASCE 7-22 for the live load reduction etc, but I am not sure if I should just stick to a 40 psf load for Live load value that...
  11. Iasonasx

    Stirrups

    I was looking at SE exam problems and ran into a situation. They give a standard problem where we determine the stirrup spacing based on the necessary ΦVs, then compare it to the maximum spacing allowed by the equations of the code, etc. However, I always considered that the 1st stirrup has to...
  12. Iasonasx

    Fully vs partially composite beam

    Is there a good reference for this subject? I don't remember how we determine the number and size of shear studs to get a fully composite beam. Thanks!
  13. Iasonasx

    StaadPro using LVL

    I am trying to fill in the qualities of LVL for StaadPro. I get some from the TJ-9000 but as I don't usually use StaadPro I am not sure about sources for this material. Naturally, those that carry a value of 0 in my screenshot are unknowns to me. Any possible input on this? Thanks?
  14. Iasonasx

    Can the exposed end of RC steel form ties be a thread for concrete?

    I have just seen RC wall in a basement and there were a series of those ties that I could see the very end of. I can expect that this steel will soon rust as it is exposed. But is it substantial enough - as thin as the ties are - to cause spalling? Admittedly I have never seen it done this...
  15. Iasonasx

    Setting Load Bearing Wall on the Edge of strip footing

    I have never done this before and the argument was never an issue until today. The architect wants the wall to be on the edge of the footing. That throws the 2'-2" strip footing off balance, having higher stress outside and going beyond the allowable soil pressure. I wonder if there is a...
  16. Iasonasx

    Flange local buckling

    This may be an odd question but I never ran into this before, or if I did, I don't remember how I dealt with it. Flange or web local buckling are based on the geometry of the element. How do we remedy that other than using a different section? Apologies for the somewhat frivolous question. I...
  17. Iasonasx

    Building a gun range

    This may be a bit off the main focus of the group but I hope I can get some useful information. We were contacted to design an indoor gun range. I am wondering if there are any codes that we can apply or such specialized designs. Besides the idea of designing to safely contain bullets within...
  18. Iasonasx

    chapters on wind loading

    This may be a very difficult question but as we have these methods to follow, each of which may give us different values in terms of wind pressures, I wonder which is the method most colleagues use. I am in FL this moment and I am not sure which method will be the best to go with. I may be...
  19. Iasonasx

    Old Architectural Design Standards tables

    I got a hold of an old edition of the AGS and in there I found tables that were evidently used to specify joist spans and distances O.C. I looked at the case of 2x12 Southern Pine or Douglas Fir spanning more than 20 feet. How is that possible? Was wood so much better back then?
  20. Iasonasx

    torsional constant "J"

    In case I weld four angles (standard L shapes) to an existing W shape to enhance it, this is something I never had to deal with before, but I would assume that the torsional constant of the assembly would not be that of the sum of the parts, right? Please see sketch.

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