Simpson Stong Tie has devices intended to overcome the shrinkage problem. Essentially every shear wall is moment connected at it's base, so wood connections are used all the time for wind and seismic loads. I would not depend on loading a moment connection for dead loads due to creep and...
The quotes in this thread were published a couple of years ago in an ACI magazine attributed to a Mr. E. H. Brown. I could not get any more information on him.
The ACI Code 318 has a section on composite construction, using concrete on concrete. I would leave out the metal decking, use the existing concrete as form, roughen the existing concrete, add a good epoxy adhesive (Sika makes several) Follow ACI 318 to see if you need to add dowels.
dbuzz
This is exactly my problem. The AISC has the properties for the strength of the connection. I can use the formulas from the Tall Building Council for stiffness. I don't have the connection curve for it! Any suggestions would be appreciated.
DBDAVIS:
I have AISC design guide 16. Rigid connections result in expensive column stiffening or much larger columns. This is a two story warehouse with significant dead load due to a heavy floor for fork trucks. Limiting the connections to semirigid results in no stiffening. The lateral forces...
I found that weldable rebar is hard to get.
For short pieces that you would probably want, check out deformed bars by Nelson Stud Welding:
http://www.nelsonstud.com/pdf/d2l.pdf
IBC 1604.3:
Floors L/360
Roofs supporting brittle materials L/360
Roofs not supporting brittle materials L/240
Other members wind or snow L/240
I have found curtain wall designers do not like this much movement. A 30'-0 span is an inch at L/360, so unless you are in conversations with the...
Vgillespie:
I have not see any control joints or shrinkage joionts in elevated slabs. I think this is because the steel and metal deck which is tied by the composite action to the concrete all thermally expands and shrinks at the same rate. WWF, metal or fiberglass fibers that you should add for...
I am looking for any references to the proper connection curve for Endplates to use in semirigid connections. I have sloping roof girders that do not lend themselves to using flange angles that are described in "Semi-rigid Connections in Steel Frames" by the Council on Tall Buildings." If I had...
I have done a lot of work for fabricators where we have performed the function of being a PE for connection design. This is not a problem when loads are given, but too many EOR's require full capacity of member(OK when high seismic) when not required. We even had one EOR require full tension...
My understanding of this is as follows:
The formulas are based on the Iy of each flange assuming a rectangular section, Iy=bf^3*tf/12. If the shape is going to give you a stiffness greater than this, such as a channel cap your even better. If you reinforced with a small bar at the center of the...
