My office is involved in many small residential projects that involve needed shear resistance at the garage.
We have not used perforated design for garages because the opening doesn't have sheathing above and below the opening, and according to the ANSI SDPWS-2008 perforated shear walls need...
Because you have a light framed building you can use a different R, Omega, Cd per line of resistance.
However, you have to use the worst case R, Omega, Cd for that line.
I don't think there is an exact match for wood braces. Are you planing on using wood braces? or using steel rods to act as...
I see exactly what you are saying, and I am not sure if I know the answer exactly.
As far as I understand it the elastic method for determining weld stresses isn't exact. It is taking the extreme fiber bending stress of the weld and assuming it is constant over the full weld - as you noticed.
I personally don't think the column base offset is too big of an issue. If you want to be conservative you could check a section of the foundation using concrete column design with and eccentric load. I tend to think that because you have a continuous foundation any buckling that is encouraged...
Perfect, thanks Struct1007.
The example you are referring to does in fact come up with different values for both the Favg and Fpeak, it's is just the values are so similar that the answer was rounded to 16.1kips/in.
If you check the calculations by hand you will find that...
Fpeak = 16.1158...
WannabeSE.
I am not sure that the AISC Seismic provision example the Struct1007 is talking about uses the Uniform Force method. When I rechecked the example there are indeed moments at the connections - which is correct. There are areas of the connection that don't have moments - like between...
I am confused on your question - are you wondering why the avg equals peak? Or why there isn't bending within part of the connection?
I am not sure which of those you disagree with - please clarify.
bdlc2k,
Your second section is something we try to avoid in our office. i.e. having a second floor wood shear wall shear transfer through the roof diaphragm to an adjacent first floor wood shear wall.
Also, where does the second floor diaphragm shear go? If you had the second floor wood...
It is possible - and as mentioned already it is called a flush beam.
Breaking top plates isn't un-doable either - adding a strap with the correct capacity will be needed.
As stated, hire a structural engineer! :)
We normally use 80% to 90% of the dead load deflection for the camber.
This is typical for commercial steel framed structures, and I feel it would translate well in your application.
Composite action shouldn't be a problem - as dcarr82775 mentions. But just make sure you follow the ACI requirements (roughen the concrete (e) to (n) interface, etc).
I would be most worried about the epoxy strength of your tension bars - I would imagine this needs to be checked via Appendix D...
We do quite a bit of equipment anchorage in our office and in a high seismic zone you will almost always need anchor bolts to resist shear and or tension.
Depending on the weight of your compressor it is possible that there is no uplift but I doubt it with 10' x 5' dimensions.
I would advise...
