Fall Protection with Wind Loads
Fall Protection with Wind Loads
(OP)
I am designing a fall protection system in an outdoor truck unloading area. The fall protection rail system is supported by an open structure with a roof.
I have applied dead load, wind loads per ASCE7-10 and the fall loads. What factored load combinations are used in this scenario? I have considered the fall load as a live load, but it seems unrealistic that the fall protection system will be used during hurricane force winds. Any ideas?
I have applied dead load, wind loads per ASCE7-10 and the fall loads. What factored load combinations are used in this scenario? I have considered the fall load as a live load, but it seems unrealistic that the fall protection system will be used during hurricane force winds. Any ideas?






RE: Fall Protection with Wind Loads
RE: Fall Protection with Wind Loads
Thanks for your help!
RE: Fall Protection with Wind Loads
If you accept that a fall restraint load is an extreme event, take a look at the ASCE 7-05 commentary equations C2.5-3 and C2.5-4. These equations do not include any allowance for seismic loads, but they do include 0.2W (which is usually small enough to neglect if the AHJ agrees), 0.5L, and 0.2S in LRFD load combinations.
RE: Fall Protection with Wind Loads
Dave
Thaidavid
RE: Fall Protection with Wind Loads
As an aside, is there different wording in the area you are? Fall protection can be many things, but what you are describing to me is a fall arrest system. From what it sounds like, you have an overhead rail with workers tied off underneath it with vertical lines. That part is good to hear. Just make sure you also have enough clear distance for the shock pack to fully extend.
RE: Fall Protection with Wind Loads
Yes, this is a fall arrest system. It is what you described - an overhead rail with workers being tied off with vertical lines. I have checked the fall clearances and the fall envelope checks out.
This question came about since I am trying to reuse foundations and anchor bolt patterns from an existing out of date system. I was having trouble getting the anchor bolt pattern to work out due to concrete breakout per ACI 318 Appendix D. I was trying to eliminate some of the conservative load cases to see if I could get the existing foundation to work.
Thanks for all of your help!