I think the real question is to put compression or tension lap splice.
I my opinion, Tension lap is required to be able to develop moment resistance for lateral displacement capacity (Seismic / Wind)
Very good question ! I am pretty sure that the answer to that question is linked to the ability for shear cracks to develop above shear head.
On other hand, with spacing reducted and diameter increased, the calculated resistance is doubled compared to the original design.
BUT : Does the...
Only Headed Reinforcements (Studs) and Stirrup reinforcement are covered by canadian CONCRETE code, thus the difference in reinforcing wording definition.
FYI It's quite common in new building in canada.
Here Shearhead means "stud-rail reinforcement AROUND column" NOT "embedded steel profiles in slab joint.
Just saying but wind and seismic loads are reversal loading.
The accidental torsion may happen on both side of the center of mass, causing reversal of torsion component !
So, in my opinion, it is not possible to have a monolotic wall taking no shear at all in a design point of view.
EDIT : In...
It is somewhat difficult to change torsional behavour of building without argument with archtects because of shear wall requirement.
Anyways, dynamic analysis are required for torsional building (WTF Would you really design high rise with statis equavalent procedure, Come on !?)
In my opinion...
Local buckling of thin wall segment of shear wall are covered in code by requiring minimal thickness calculated as a fraction of the net wall story height.
Note that seismic clause requires thickier wall than usual shear wall.
The slenderness/buclkling check is assured with minimal moment M2 requirements.
Also by calculating the amplification factor 1/(1-pf/(p_euler)), you can see how sensitive to buckling your columns are
In reinforcing concrete, you generally increase resistance by adding rebars without...
I fully agree here. A lot of engineer were badly applying correction factors such as edge factor using table when calculating resistance manually.
The result is when using the software, resistance of often so much lower than (wrongly) expected.
Note that the LRFD transition to anchorage bring...
