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Re: point load vs. effective width

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At 02:48 pm 26/7/98, Roger Turk wrote:
>When something is not spelled out in codes, I look for something in the code
>that will provide guidance.  In this situation, 2106.3.8 (1997 UBC) gives
>some guidance in that it specifies that the effective width of a flexural
>compression area is not to exceed 6 times the nominal wall thickness for
>masonry in running bond, nor the center to center distance of reinforcement.
>(I am assuming that your wall is masonry.)
>
>I would then apply some intuitive judgement, such as assuming that the stress
>is distributed at a 30 degree angle each side of the applied concentrated
>load and use whichever is less.
>
>A. Roger Turk, P.E.(Structural)
>Tucson, Arizona
>
>. > I have a project that needs to design a free-standing wall subjected to a
>. > point load perpendicular
>. > to the wall (out-of-plane point load). The point load is located at 2'-0"
>. > above the bottom of the
>. > wall. The question is that what width of the wall (at wall length
>. > direction, not thickness
>. > direction; the width is located at bottom of the wall) should be used to
>. > resist the point load ?
>. > Should be spread at a ratio of height:width=1:2 at each side of the point
>. > load (that means
>. > width=8') or even height:width=1:3 (width=(2)(2)(3')=12') ? Or any other
>. > width should be used ?
>. > Does any one know any reference or test results regarding this issue ?
>. >
>. > Thanks in advance.
>. >
>. >
>. > Quick Wu
>. > CSD
>. >
>
>

Sorry for answer in spanish

Debe tenerse en cuenta si la zona que estas determinando esta debajo del
eje neutro del muro y por lo tanto muy posiblemente en traccion, de ser asi
no seria valida ninguna de las longitudes estimadas y debiera buscarse un
mecanismo de trasmision de la carga hasta la parte superior del muro.