haynewp,
thanks for your suggestion of calling the deck manufacturer for compressive axial load. I will do that.
I have heard of the suggestion of putting the angles as a horizontal truss as well. I am hoping the deck will take it.
thanks everyone for your input.
It is a roof deck, no concrete topping. It has tilt-up shear walls. I am using the edge angle for the chord members for the main diaphragm and the building is a box so no collector members are needed. I am interested in the out-of-plane forces in the deck. I understand that these forces...
How do I figure out if a flexible metal deck can handle the compressive out of plane forces needed seismic design, parallel to the direction of the deck span.
I have a building assigned to design category C. The force is calculated from 12.11.2.1 ASCE 7-05. I would like to use the deck as...
I have an existing building with a spliced beam system supporting joists and metal deck. The bays are 40'x40'. The roof slope is 3/16" per foot. I am checking for ponding instability. The formula for Cp in AISC is Cp=32xLsxLp^4/10^7xIe. The splices are 5'6". For the beams that cantilever...
