Hunch moment connection
Hunch moment connection
(OP)
Hello Friends,
Please help me to get some technical references or any sample calculation for hunch moment connection.
Thanks
Please help me to get some technical references or any sample calculation for hunch moment connection.
Thanks






RE: Hunch moment connection
RE: Hunch moment connection
The greatest trick that bond stress ever pulled was convincing the world it didn't exist.
RE: Hunch moment connection
See attached sketch for connection that i have to validate for 1.2 time of plastic moment capacity.
Connection design based on LSM
Please provide some information or connection sample.
thanks
RE: Hunch moment connection
RE: Hunch moment connection
Some thoughts on this:
1) Get hold of some of the papers that DG-4 was based on. You can then derive your own yield lines for this connection and use that same procedure to come up with the flexural yielding of the plate. I'm specifically thinking of "unified design of extended end-plate moment connections subject to cyclic loading" a PhD dissertation by Emmett A. Sumner
2) Sloping the haunch back at that tight angle may make it difficult access or tighten some of those bolts. Something to keep in mind for construct-ability.
RE: Hunch moment connection
RE: Hunch moment connection
It seems that this is a pretty inefficient way to get help. Vague question followed one hour later with a sketch and three hours later with a "please help me on this."
RE: Hunch moment connection
I would be cautious to make sure you design to 1.2*Mp + Vp*distance between hinge location and face of column. As the distance is significant enough to cause a good bit more moment.
RE: Hunch moment connection
The moment arm is 170+600 = 770 mm. Tension = 1.2*Mp/770 to be taken by eight upper bolts. Bolts each take a shear of Vp/14 where Vp is the shear corresponding to 1.2*Mp.
Use yield line theory to check column flange and attached plate. Add doubler plates if necessary.
Compression is centered on lower stiffener plate and is numerically equal to tension, i.e. 1.2*Mp/770. Check bending of plate against column flange. Check bearing capacity of stiffener combined with the effective area of column web.
BA
RE: Hunch moment connection
If you assume that all the bolts resist shear then you would want to check how this affects the tension capacity of the most heavily loaded bolts.
RE: Hunch moment connection
I hope your analysis accounts for the fact that a haunched beam end like that will attract more negative moment, whatever the loading. And that, in your further analysis, the worst moment condition is likely to be near the inner end of the haunch and the primary beam.
RE: Hunch moment connection
Here i attached hunch moment connection design based on IS-800 (2007) Code with Limit State method.
Please review & provide you input for anything missing or wrong considerations.
Your comment will help me lot to correct it.
Thanks