Diaphragm and Collector Design
Diaphragm and Collector Design
(OP)
Hello,
I have a concrete-over-metal deck 2nd floor diaphragm and I am trying to design the collector elements and their connection to the deck. My question if the forces according to the equation 12.10.1.1 (higher than the diaphragm forces for the SLRS at this level) still need to be multiplied by the overstrength factor (I am in SDC D) for the design of the collectors, or are these forces JUST for diaphragm design?
I am confused between doing either that, or multiplying the forces obtained from the Equivalent lateral force procedure by the overstrength factor for the collectors.
Thanks!
I have a concrete-over-metal deck 2nd floor diaphragm and I am trying to design the collector elements and their connection to the deck. My question if the forces according to the equation 12.10.1.1 (higher than the diaphragm forces for the SLRS at this level) still need to be multiplied by the overstrength factor (I am in SDC D) for the design of the collectors, or are these forces JUST for diaphragm design?
I am confused between doing either that, or multiplying the forces obtained from the Equivalent lateral force procedure by the overstrength factor for the collectors.
Thanks!






RE: Diaphragm and Collector Design
RE: Diaphragm and Collector Design
When designing the collector itself and drag beams, you use your seismic story shear Vx forces along with Omeganot (rho may be equal to 1.0 since you have overstrength being used).