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Well, it seems that AISC must allow prying on the one sided fillet welds of simple sheer connections (at least at the top half of the connection),since the connections must be flexible enough to provide the necessary end rotation. Rotation will cause bending in the TEE and therefore will cause...

Thanks for the reference. I would agree with teguci that returning the fillet at the top of the plate would eliminate this problem although it will stiffen the plate. Since the entire plate would bend, the return would be needed on the bottom as well, correct?

This is an HSS column. This detail has been used in storage platform design often in seismic design categories C or less (R=3). The lateral loads are relatively small. I have reviewed calculations on these mezzanines from several different engineers. It seems that all of the engineers...

Ron, Yielding of the connection will cause rotation of the beam end. Once it rotates sufficiently it acts as a simply supported beam and therefore will not transmit any more moment.

Thanks. That explains our differences. I assumed a pinned connection at the weld.

Are you assuming the plate is simply supported for bending? And are you assuming the entire plate is in bending or just a portion? Using 36ksi yield, I am calculating an allowable moment of 39 k-in (w12).

Teguci, Once the 3/8" plate yields, how can it transmit any more moment? You say that the maximum moment is 228k-in (W14) and 171k-in (W12). How did you calculate these values?

Ron, That is essentially how I determine its capacity to resist the seismic moment. This connection is being used as a FMC. So, it is assumed that this will yield under gravity loading. I am basically trying to justify that it will in fact yield under gravity loads. If it's too rigid, the...

The connection detail I posted is being used as a FMC. How would you go about calculating the capcity of this connection to transmit gravity load moments from the beam? I am trying to justify that this connection is flexible enough that it will not transmit more moment than the moment due to...

Thanks RFreund. That was an extremely helpful thread. Do you know if there are "pre-qualified" flexible moment connections published? The connection detail I posted is being used as a FMC. How would you go about calculating the capcity of this connection to transmit gravity load moments from...

The attached drawing shows a connection typically used for mezzanine framing. I have been reviewing calculations for mezzanine design. In general, the columns are designed for moment resulting from seismic forces only, neglecting any moment induced by fixity of the beam-column connection. I...

bookowski... I was referring to low seismic applications with R<=3. I see connections used in mezzanine design that are designed as FMC. The connections I've seen are not prequalified Flexible Moment Connections. What I have seen with these connection types, is that engineers typically...

I know these connection types have historically been used for wind only. But, I was wandering if anyone has used flexible moment connection when designing for seismic loading.

IBC 2009 1605.3.1 "Exceptions: 1. Crane hook loads need not be combined with roof live load or with more than three-fourths of the snow load or one-half of the wind load. 2. Flat roof snow loads of 30 psf (1.44 kN/m2) or less and roof live loads of 30 psf or less need not be combined with...

Try this link. Download the Load Guide. I have found this very helpful in interpreting code related issues as you have here. http://www.sbcindustry.com/loads.php

Typically, in wood, it is the horizontal shear that is the controlling factor. If your point load falls between two of the fasteners, the fasteners will not do much in helping resist horizontal shear stresses. So, you should design the support of the large point load connection more directly.

Agree with swsengineer. The kingpost is usually in tension.

I think JAE's references indicate that the stress increase is okay. Whether or not that is the intent of the NDS is another question. Clearly, based on testing, a "load sharing" increase in allowable stress is acceptable for multi-ply beams.

JAE, I am not clear on your interpretation of "in contact". I read it as meaning the individual members can be in contact or can be spaced at 24" o.c. or less. Based on ANSI/TPI1-2002 Page 29, "Repetitive member factors have long been utilized in wood esign to account for the load-sharing...

What part of the country are you in? 18' and 20' 2x12 are readily available in the midwest.