# WEBS UNDER CONCENTRATED LOADS

Posted in Building | Email This Post |**Criteria for Buildings**

The AISC specification for ASD for buildings places a limit on compressive stress in webs to prevent local web yielding. For a rolled beam, bearing stiffeners are required at a concentrated load if the stress f _{ a } , ksi (MPa), at the toe of the web fillet exceeds F_{a}= 0.66F_{y}_{w} , where F_{y}_{w} is the minimum specified yield stress of the web steel, ksi (MPa). In the calculation of the stressed area, the load may be assumed distributed over the distance.

For a concentrated load applied at a distance larger than the depth of the beam from the end of the beam:

**F _{a}=R/f_{w}(N+5K)**

where

R=concentrated load of reaction, kip (kN)

t

_{w}= web thickness, in (mm)

N=length of bearing, in (mm), (for end reaction, not less than k)

K=distance, in (mm), from outer face of flange to web toe of fillet

For a concentrated load applied close to the beam end:

**f _{a}=R/t_{w}(N+2.5 k)**

To prevent web crippling, the AISC specification requires that bearing stiffeners be provided on webs where concentrated loads occur when the compressive force exceeds R, kip (kN), computed from the following:

For a concentrated load applied at a distance from the beam end of at least d/2, where d is the depth of beam:

R=67.5t^{2}_{w}[1+3(N/d)(t_{w}/t_{f})^{1.5}](F_{y}_{w}t_{f}/t_{w})^{½}

where

t _{f}=flange thickness, in (mm)

For a concentrated load applied closer than d/2 from the beam end:

R=34r^{2}_{w}[1+3(N/d)(t_{w}/t_{f})^{1.5}](F_{y}_{w}t_{f}/t_{w})^{½}

If stiffeners are provided and extend at least one-half of the web, R need not be computed.

Another consideration is prevention of sidesway web buckling. The AISC specification requires bearing stiffeners when the compressive force from a concentrated load exceeds limits that depend on the relative slenderness of web and flange r_{w}_{f} and whether or not the loaded flange is restrained against rotation:

r_{w}_{f}=(d_{c}/t_{w} )/(l/b_{f})

where

l=largest unbraced length, in (mm), along either top or bottom flange at point of application of load

b_{f}=flange width, in (mm)

d_{c}= web depth clear of fillets = d – 2k

Stiffeners are required if the concentrated load exceeds R, kip (kN), computed from

R=6800t^{3}_{w}/h(1+0.4r^{3}_{w}_{f})

where

h=clear distance, in (mm), between flanges, and r_{w}_{f}

is less than 2.3 when the loaded flange is restrained against rotation. If the loaded flange is not restrained and r_{w}_{f} is less than 1.7,

R=0.4r^{3}_{w}_{f}(6800t^{3}_{w}/h)

R need not be computed for larger values of r_{w}_{f}

If load is applied through a bearing plate on a top flange of a beam and web stiffeners are not required according to the AISC calculations do you need to consider local flange buckling and bending before the load is transfered to the web?

All modes of failure should be considered. While the plate may thicken the flange at the location of the post, there are no provisions to take this into account.

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