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  1. ishvaaag

    New Opening in Existing Tilt Up Wall

    In my view, whatever be your intent, you may model your changes in a program and check how it behaves under the code hypotheses. You may ensure the composite action probably included in such model checking for the behavior and strength of the connectors.
  2. ishvaaag

    replacing CMU face shells - shear transfer?

    Methyl-metacrylate adhesives reach 3 times the shear strength of concrete at the interface, yet I would rather go for a steel column in the same way that BAretired prefers, and on the same worries.
  3. ishvaaag

    Spillway Loads

    Thank you all and best wishes to everyone. Not that I can spare much time as of now, but it has always been and is a pleasure to be here.
  4. ishvaaag

    Spillway Loads

    By searching Link I found this Link Look 4.3 there. I also read in another found item that uplift may exceed the head. Hope this helps.
  5. ishvaaag

    Decagon slab

    ... well, my english ... with no problem whatsoever.
  6. ishvaaag

    Decagon slab

    Well, reading the quote from the ACI code it is quite different. The quote points to an area equivalent (and kind of support). What I am describing is closer to the classical concept of reinforcing for tensile stress in shells considered as membranes, you deal with the tensile stress, and one...
  7. ishvaaag

    Decagon slab

    Provide rebar enough for the factored tensile principal stresses in flexure in every of two orthogonal directions. The rebar will show equal capacity in every direction, what uses to be practical for near point symmetrical tensile principal stress requirements like those typical with near...
  8. ishvaaag

    Help for building 300m post

    I think the owner needs at least to specify the total conductance allowed for the mast support. Starting from that you maybe can query specialty support guys that may provide or adapt some rubber or plastic devices to the purpose. In my view the item under study is more an industrial device or...
  9. ishvaaag

    Structural Design of Stone

    Some additional info from p.i.e.t. 70 from the ietcc, which continues to be a landmark reference for any kind of unreinforced masonry calculations, attached. Also, my extract from 4 references of typical values of the characteristic compressive strength to be compared with stresses from...
  10. ishvaaag

    Precast / CIP slab mix

    The whole of Spain buildings is made of this kind of arrangements. Usually, as hokie66 says, when some kind of truss is involved, the base is not prestressed, but there are as well inverted tee prestressed elements that serve to similar purpose. The trussed ones use to need be shored at thirds...
  11. ishvaaag

    End-Plate Web Weld

    Just another opinion soon found in google http://www.webcivil.com/uswelding.aspx
  12. ishvaaag

    End-Plate Web Weld

    As per EA-95 (outdated Spain's code) it seems a size a bit in excess for the thickness; the code has specific limits as well for welds on webs but no US shapes. Note that the table gives weld throats, not...
  13. ishvaaag

    Reinforcing an old unreinforced CMU wall

    The values above are for plain masonry, on whole area. For a reinforcement scheme 1500 psi on the actual section area sounds reasonably if the blockwork looks well preserved.
  14. ishvaaag

    Reinforcing an old unreinforced CMU wall

    It depends on what are you talking about; characteristic strength values on the whole section (to be compared with factored stresses got after every structural effect that needs be considered, such buckling effects as well) may range between 1/7th and 1/5th of what you state for concrete block...
  15. ishvaaag

    Bearing Steel Beam on Old Brick Wall

    If the loads are small it may work. To ascertain if it is up to standard it will be necessary to look at the code. But there are zillions of steel beams just bearing on even void brick masonry, a risky but working detail of past ages.
  16. ishvaaag

    Analyzing an existing steel column encased with concrete

    I am not advocating using composite action for any case that one can, but this extract of one article may help to those that don't have connectors. See the shear connectors part. Source is NASCC Proceedings 1994 AISC Composite Frame Construction Lawrence P. Griffis, P.E. Quoted Ref. 14 is...
  17. ishvaaag

    Comparing moment capacity of concrete connection with metal insert

    You are entirely right, hitch22 I was misdirected in my thoughts by the apparently slotted connections, that then must be just be a buildability device. Too quick a look. For the problem dhengr refers to, a FEM model would be great; but one may try some interpretation with just strut and tie for...
  18. ishvaaag

    Comparing moment capacity of concrete connection with metal insert

    I see there more than anything the intent of building a simply supported end of strut, guided by the slotted bolts, and supported by the corbel. Differences of magnitude might be explained by the original numbers being service level. Furthermore, the insert seems quit short at first sight (even...
  19. ishvaaag

    affect of partial concrete wall in seismic activity

    On this question, I recently saw an article of Blodgett giving some advice on welds: don't design with the heart. It was a call to analyze. There are certainly many aspects that are difficult to include in common design, such the behaviour of some particular foundation embedded in the ground...
  20. ishvaaag

    Wind Loading of Unreinforced Masonry

    ... and so the students learnt how much can be done with just words, Jed ...

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