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  1. Alvarobg

    Reactions from slab with concentrated load

    Thank you colleagues!! I had a little hope that something easy was possible but I see that it requires some time to study. @ClearCalcs, very interesting website, I'll use in the future.
  2. Alvarobg

    Reactions from slab with concentrated load

    Hi all, One question that might seem easy but... Is is possible to solve this kind of problems without FEMs? Thank you!
  3. Alvarobg

    Shear in concrete T-sections

    Hello, I have something similar to the following structure: In order to verify bending ULS, I calculated the effective width of the web, compounded with flange and took its Md and Nd. My question is: When verifying Shear ULS, do I have to use the same section (flange + effective width) or...
  4. Alvarobg

    Vertical displacement under a circular rigid foundation

    Hello, thank you for your reply. I am working in a theoretical way. I would like to understand why the vertical displacement is that metioned in a Boussines half-space under a circular rigid foundation in order to calculate the theoretical expression in a Boussinesq half-space under a RING...
  5. Alvarobg

    Vertical displacement under a circular rigid foundation

    Hello, I have found in several publications the expression for the Vertical displacement under a circular rigid foundation under a vertical load, P (in other words if I am not wrong: vertical displacement under an area carrying an uniform load, p): It is derived from Boussinesq half space...
  6. Alvarobg

    Optimization from anchorage bars in concrete

    Section 9.2.1.3 (3) The resistance of bars within their anchorage lengths may be taken into account, assuming a linear variation of force, see Figure 9.2. As a conservative simplification this contribution may be ignored. Thanks!
  7. Alvarobg

    Optimization from anchorage bars in concrete

    Could you give me some further information about Eurocode ,please?
  8. Alvarobg

    Optimization from anchorage bars in concrete

    Hello, Usually, the reinforced bars have been anchored in a way that until the complete anchorage length is not developed, the bars do not contribute (see following figure): But, I am wondering if it can be taken into account some type of contribution, in a linear way or other, since the...
  9. Alvarobg

    Partial factor for prestressing Eurocode vs ACI

    Thank you. It is really strange such a high difference between these normatives, right? Applying or not those partial factor on preload force normally governs the design...
  10. Alvarobg

    Partial factor for prestressing Eurocode vs ACI

    While according to Eurocde 2, section 5.10.8, at ULS, it is necessary partial factors for preload (being 1.2 and 0.8). In the ACI code partial factor for preload is equal to 1.0 (only it is equal to 1.2 in anchorage zones). Why is there such a difference? Does it exist any other factor...
  11. Alvarobg

    Stress distribution through concrete

    Sorry, I did not explain well. 26.6º is the value which is deduced from the section 6.7. Taking into account that b2<3·b1 and h>b2-b1; angle maximun if b2 max, i.e. b2=3·b1, h=2·b1, so, angle=atan(((3·b1-b1)/2)/2·b1))=atan(1/2).
  12. Alvarobg

    Stress distribution through concrete

    Thank you. Section 6.7 of EC-2 is equivalent to 10.14 of ACI. But in the first case the angle of transmission is 26.6º, and in the second case the angle of transmission is 63.7º. How is it possible??
  13. Alvarobg

    Stress distribution through concrete

    Anybody else, please? Thanks
  14. Alvarobg

    Stress distribution through concrete

    Attachedhttp://files.engineering.com/getfile.aspx?folder=b8311e7f-eddf-4430-9728-2420a2a4f124&file=a.png
  15. Alvarobg

    Stress distribution through concrete

    Thank you all! I have attached a scheme. The bottom concrete must be able to resist compression transmitted through the upper concrete. Of course, it will be easier if the angle is wide, until it gets truncated. I have checked uses 1V:2H (63 deg), but EC-2 defines 2H:1H (27 deg) which is...
  16. Alvarobg

    Stress distribution through concrete

    Hello all, I have a doubt about stress distribution angle: The stresses underneath concentrated forces can in general be assumed to dristribute through concrete under an angle equal to: - 33,7º - 45º - depends - other Is there any standar related? I am designing and the higher is the angle the...
  17. Alvarobg

    Non perpendicular bar reinforcement (Wood-Armer?)

    Hi everyone, I am working in a flat slab (50-60 cms), and I have a design with some families reinforcement not perpendicular to bending moment (see attached figure). All of them are situated at the same height approximately. The ratios of the different families are for example: -Family 1 (red)=...
  18. Alvarobg

    Prestressed bolt + tension force

    Thank you for your comments, the web: http://www.boltscience.com/pages/basics2.htm is awesome. In my case, I have a joint with n bolts. The gap has been produced in some of these bolts (the ammount depends on the preload (with factor).
  19. Alvarobg

    Prestressed bolt + tension force

    Thanks, but I don't understand that way... Working with numbers: - External loads produce a tension force of 300 kN - γexternal ULS=1.35 - Prestress= 70% tensile strength x Area = 500 kN - γP= ¿? Force in bolt in ULS = 1.35 x 300 + γP x 500
  20. Alvarobg

    Prestressed bolt + tension force

    I have to calculate a joint formed by a prestressed bolt which also is tensioned by external force. I would like to know which partial coefficient for prestress I should use to calculate the bolt in ultimate limit state. I have read a lot of normative and I have founded: 1.2, 1.1, and even 1...

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