I am working on some calcs to determine the capacity of an existing 4" metal stud wall to resist a total pullout force of 1400lb. This is for a floor mounted dental xray machine that is supported by 2 wall mounted brackets. The manufacturer literature is stating the 1400 lb pull out force requirement.
This is an existing non load bearing interior partition wall, 4" metal stud, 20 GA. , 10' high with 5/8" gwb on one side and 1/16" lead sheet on the other side for xray shielding. This side does not have GWB. Studs are spaced 16" o.c.
One wall bracket will be installed about 12" from the floor and the other around 48". I do not have exact dimensions of the bracket but looks to be about 16" wide. With 2 brackets I am accounting for each bracket needing to handle 700lb to achieve the 1400 lb total.
I am trying to use 2x6 blocking between 3 studs to mount bracket into blocking.
I have checked the capacity of the manufacturer provided lag screws (m10x70, 2 in each bracket) and the capacity of the 2x6 using NDS equations.
What I am not so sure about is how to track the load path all the way to the metal stud and see if it can handle the load. If I have 700 lb per bracket, 350 lb would go to each 2x6 on either side of one stud, which would result in 350lb reaction on the center stud. Am trying to model this using Simpson CFS Designer software (first time user). Calcs are looking like it will not work.
Does this calculation approach seem like I am on the right track? Would the 5/8 gwb and lead sheet help with the deflection? How would I incorporate that into the calcs?
Any guidance on this scenario would be appreciated!
Photo attached from manufacturer literature.
Thanks!
This is an existing non load bearing interior partition wall, 4" metal stud, 20 GA. , 10' high with 5/8" gwb on one side and 1/16" lead sheet on the other side for xray shielding. This side does not have GWB. Studs are spaced 16" o.c.
One wall bracket will be installed about 12" from the floor and the other around 48". I do not have exact dimensions of the bracket but looks to be about 16" wide. With 2 brackets I am accounting for each bracket needing to handle 700lb to achieve the 1400 lb total.
I am trying to use 2x6 blocking between 3 studs to mount bracket into blocking.
I have checked the capacity of the manufacturer provided lag screws (m10x70, 2 in each bracket) and the capacity of the 2x6 using NDS equations.
What I am not so sure about is how to track the load path all the way to the metal stud and see if it can handle the load. If I have 700 lb per bracket, 350 lb would go to each 2x6 on either side of one stud, which would result in 350lb reaction on the center stud. Am trying to model this using Simpson CFS Designer software (first time user). Calcs are looking like it will not work.
Does this calculation approach seem like I am on the right track? Would the 5/8 gwb and lead sheet help with the deflection? How would I incorporate that into the calcs?
Any guidance on this scenario would be appreciated!
Photo attached from manufacturer literature.
Thanks!
