Moment connection with shear wall 1

[dawn836]

hi all
i have a shear wall 35 cm thickness this wall is connected with heavy RC beam where the connection between them is moment connection what check shall i make on the wall when it is subjected to the moment resulting from its connection with the beam?

 

[J1D]

dawn836,
What is the wall made of? If it is a masonry wall, definitely you don't need moment connection at beam support. The RC beam will be designed as simply supported beam. Even with concrete wall, it's better to design it as simple support. You are not making moment connection there for lateral stiffness, are you?

 

[JAE]

Is the beam perpendicular to the wall, or parallel where it intersects with the end of the wall?

 

[dawn836]

Beam is prependicular to the wall.
The wall is RC shear wall i would to make monet connection beacuse the span of the beam is 14 meters and i want to reduce the beam section than solving it as simple beam

 

[JAE]

Don't design your beam with a fixed end. The wall would have a fairly flexible response to any moment placed on it. You would want to model your beam WITH the wall so that their relative rigidities would be properly considered in the distribution of moment throughout.

I would use a wall width of 4 times the wall thickness to create a member in my analysis model where the wall is a cross section 4t wide by t deep (t = wall thickness). The wall is under compression (I assume) so cracking would be somewhat less - therefore, I would model the wall with a moment of inertia of 0.7 x Ig(wall) where Ig(wall) is the moment of inertia of the uncracked wall section = 4t x t^3 / 12.

The beam would be modeled at 0.35 x Ig(beam).

You would then have a pretty good representation of the relative stiffnesses and get fairly accurate moements.

The beam top and bottom reinforcing bars should be extended into the wall to develop the bars - ending in a hook at the back face of the wall opposite the beam. I would also add extra horizontal and vertical reinforcing in the wall at the beam. For example, the wall would have an applied moment at its top (from your analysis) and this would dictate vertical bars on each face but especially on the back face. These bars should also be hooked and developed into the beam. Horizontal bars across the beam/wall interface, developed beyond the 4t width would also help the integrity of the wall section at the beam.

 

[JAE]

I might add that because the wall is probably much thinner than the beam is deep, you won't get a whole lot of help from the wall. The beam will probably still behave much like a simple span with pinned ends.

 

[J1D]

Agree with JAE.
Dawn836, 14m is not too bad, if you have a beam height of 3ft, you don't even have to check the deflection (shallow beams are possible once to justify by the deflection calculation). You can also consider I section and/or prestress member if practical. To make a moment connection in this case is rare and expensive.