KLF
Structural
- Sep 30, 2002
- 7
I have a 10" Concrete Masonry Unit wall which will eventually reach 75' height. This wall is placed between two buildings which are to be constructed within one or two months of each other.
Initially I had designed this wall to be laterally connected to Building 'A' where the steel column line is such that the C.M.U. face will be (more or less) flush with the face of the column flanges and tied with standard wire ties.
There would be a sizable gap (~6"
from the outside face of the Concrete Masonry to the adjacent steel column flages of Building 'B' so as to accomodate differential movement between the two structures.
The construction schedule is now such that Building B's steel is up and Building 'A' may be two or three months before reaching completion. To keep the Mason from leaving the site due to lack of work, we are looking at tieing our Block Wall to Building 'B'. The only real difficulty I have is finding an appropriate lateral tie detail to the new column line which has this 6" gap. I'm pretty sure I won't be able to rely on standard ties to successfuly transfer lateral forces! The only load on this wall is self weight & seismic (assume 0.05g's lateral)but numerous mechanical/electrical penetrations occur.
Any thoughts or suggestions as to where I can find an appropriate detail to carry seismic load to the steel beams & columns with a 6" or 7" gap present?
Initially I had designed this wall to be laterally connected to Building 'A' where the steel column line is such that the C.M.U. face will be (more or less) flush with the face of the column flanges and tied with standard wire ties.
There would be a sizable gap (~6"
from the outside face of the Concrete Masonry to the adjacent steel column flages of Building 'B' so as to accomodate differential movement between the two structures.The construction schedule is now such that Building B's steel is up and Building 'A' may be two or three months before reaching completion. To keep the Mason from leaving the site due to lack of work, we are looking at tieing our Block Wall to Building 'B'. The only real difficulty I have is finding an appropriate lateral tie detail to the new column line which has this 6" gap. I'm pretty sure I won't be able to rely on standard ties to successfuly transfer lateral forces! The only load on this wall is self weight & seismic (assume 0.05g's lateral)but numerous mechanical/electrical penetrations occur.
Any thoughts or suggestions as to where I can find an appropriate detail to carry seismic load to the steel beams & columns with a 6" or 7" gap present?
