FOS for Scaffold
FOS for Scaffold
(OP)
I work for a large construction company, and we outsource our scaffolding to a very large scaffolding company. Per my company policy I need to review all 3rd-party engineered plans.
Recently I reviewed a plan to use 6x6 timber to span 17.5' (16in OC). I found an error in that they were using repetitive member factors and size factors that were only applicable for 2"-4" thick members not the 6x6 members being used. Consequently the FOS is 1.85 and not 4.0.
In talking with the company and our superintendents, this is a very big deal because the material is on site and they were going to begin assembling it this week, the area is a very large area so that this will impact quite a bit of material.
The EOR states that he does not need to reach a 4.0 FOS because this is an engineered system, and as EOR he can state what the capacity is. The 4.0 is more for people who don't know what they are doing.
Either way I am just a junior engineer grunt, it will not be up to me whether we accept this design. I wanted to know the consensus on his statement that engineered scaffolding does not require 4.0 FOS.
Recently I reviewed a plan to use 6x6 timber to span 17.5' (16in OC). I found an error in that they were using repetitive member factors and size factors that were only applicable for 2"-4" thick members not the 6x6 members being used. Consequently the FOS is 1.85 and not 4.0.
In talking with the company and our superintendents, this is a very big deal because the material is on site and they were going to begin assembling it this week, the area is a very large area so that this will impact quite a bit of material.
The EOR states that he does not need to reach a 4.0 FOS because this is an engineered system, and as EOR he can state what the capacity is. The 4.0 is more for people who don't know what they are doing.
Either way I am just a junior engineer grunt, it will not be up to me whether we accept this design. I wanted to know the consensus on his statement that engineered scaffolding does not require 4.0 FOS.






RE: FOS for Scaffold
Dave
Thaidavid
RE: FOS for Scaffold
As David points out, OSHA requires "each scaffold and scaffold component shall be capable of supporting, without failure, its own weight and at least 4 times the maximum intended load applied or transmitted to it." This is typically interpreted as a limit against nominal or ultimate capacity.
So if your designer is working in ASD (which many construction engineers do), it's possible that his FOS of 1.85 still complies with the OSHA requirement. Though it sounds pretty tight.
RE: FOS for Scaffold
I am using 4.0(DL+LL), not just 4.0*DL. Originally this is how I interpreted OSHA, but my reviewer is on the side that says its 4.0 of the dead and live load. I can see the logic here, as the dead load (plywood on top of the timber in my case) is part of the intended load.
The FOS 1.85 is already stripping out the ASD FOS (which they claim is 1.66 per NDS 1997 commentary). My reviewer has a popular wood design textbook that claims this is actually 2.5 so this actually gets me closer than 1.85.
So going to ultimate strength, we do not reach the 4.0. This is the largest scaffold company in the US, their original calcs show a FOS of 4.0, it was the mistakes I found that brought this value down. I have checked many other of their drawings where they always reach a 4.0 FOS.
This is a big deal because its a huge area, we are talking 20,000ft^2 or more that will be affected, material is already here. This is why they are fighting it, especially because they are responsible per the bid. The Director of Engineering was who called me and surprised me, and him being a veteran I felt I was being muscled. I asked him to provide some literature to back up his claims. His claims being that, his company has stamped and sealed the drawing, the capacity is what they say it is. I have not received anything yet.
RE: FOS for Scaffold
It sounds like the EOR is using calculated values based on code references (in Canada, CSA 086 for timber). If thats the case, I agree with him that 4 to 1 isn't required on the applied loads. If he is using calculated resistances, it should be compared to factored loads and not the applied loads. In formwork design, you can do either. For scaffolding, I've always used applied loads and allowable resistances (based on testing with 4 to 1, or values published by the manufacturer with a 4 to 1). If I had to incorporate timber into a scaffold, I would likely use material/load factors.
RE: FOS for Scaffold
RE: FOS for Scaffold
I think your comment about being respectful is important. I spent some good time wording my original email correctly. I took out words like "Your Calculations" "Your Values" and switched it to, "Our values aren't matching" and I followed it with a statement "I am more of a steel guy so I may be missing something" etc.
I take little to no pride catching their errors, it's actually creating an issue where I wish there was none. I am deliberately wording all of my responses to indicate "we are in this together".
I would like to add that they have already admitted to their mistake, and they agree they only have a 1.85 FOS. There solution though is just ignore this time and going forward we will not do this again. Let this one fly, based on it being an engineered system.... Thing is, this is like the largest area we will be scaffolding, its huge!
RE: FOS for Scaffold
These kinds of construction problems are always very prickly and should ultimately be handled at the upper levels of the companies. I would do a good job of laying out what you have found, with substantiating calcs. and code refs., etc., along with some of your own summaries of some of the various telecons or e-mails with the people at the scaffolding co. Take this all to your boss and lay it out for him and ask him what he wants to do, or what he wants you to do. The engineering dept. at the scaffolding co. has stamped their plans and they are responsible for their design and its adequacy. You would usually not be responsible for their design unless you saw a gross error, on site, and did nothing, but know that your company has started such a commotion, by insisting on cross-checking every detail, they could end up involved if anything does go wrong, and they didn’t act properly. And, this is something that neither you, nor I (or the others here on E-Tips, who have given you good input), are in a position to make the final decision on, for your company. This is something that has to be worked out btwn. the two companies, as to who is responsible for what and who is offering what assurances, etc., at a much higher level than your’s.
OSHA does not usually cite companies for not exactly meeting their FoS’s, although I’m sure they could. There is merit to reduced FoS when the system is properly engineered and there are also instances when testing is used to prove a system is adequate. Exactly when each of these apply is kinda hard to determine as you read the OSHA stds. Then too, careful, well thought out and quality construction are important so as not to abuse the scaffolding. Their FoS’s are so high because there is so much poor thinking, engineering and workmanship going on within the construction industry. They cite people/companies when things go wrong and workers get hurt or worse. This is as much a legal and insurance issue for your company, as it is a sharpen your pencil engineering problem, at this stage of the game. Take it to your boss.
RE: FOS for Scaffold
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RE: FOS for Scaffold
RE: FOS for Scaffold
Richard A. Cornelius, P.E.
WWW.amlinereast.com
RE: FOS for Scaffold
dicksewerrat - Deflection is not controlling, OSHA requires l/60 but we are actually better than l/180.
dhengr - This is what I did, I never substantiated his claims that engineered systems do not require a 4.0 FOS, nor has he provided any literature to support his claim.
As the client in this situation, I have asked politely that they modify their design to satisfy the OSHA requirements with my boss and field supervisions support. I was never worried about this because I knew we would do the right thing, I was merely gauging the industry and whether or not this was a typical approach.
RE: FOS for Scaffold
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RE: FOS for Scaffold
RE: FOS for Scaffold
For DL, in addition to the 2.5 psf for plywood, I have added the self-weight of 6 x 6 (38 pcf). This gives at total DL of 8.5 psf. LL = 25 psf.
Using a total load of 33.5 psf, on 23.3 sf (tributary area), 17.5' span, I get a bending stress of 677 psi.
Southern Pine #2, Allowable Fb = 850 psi. Using CD = 1.25, pushes that up to 1063 psi.
If the plywood is fastened (nailed) to 6 x 6, I would take credit for Cr = 1.15. If so, then Allowable Fb goes to 1220 psi. The 1.15 factor is very conservative, and has be repeatedly been shown to be valid by many tests over the years. If ET members don't agree, I understand.
Any way I look at this, 677 psi for the assumed load does not compare well with either 1063 psi or 1220 psi allowable when the 4 X LL requirement is considered. Following dhengr's advice, as you are doing, is certainly the right thing to do.
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RE: FOS for Scaffold
For the 17.5' span, 6 x 6's in the scaffold I get a theoretical bending stress of 2200 psi for DL + 4*LL (109 psf). Comparing 2200 psi with 1780 psi, tells me the scaffold will most likely collapse at the required loading. Also, as the MOR is approached, deflection would be ridiculously large. Finally, the 6 x 6 for the FPL tests were 10' long, I would suspect that Southern Pine #2, 18' long, 6 x 6 would likely have more flaws (knots, splits, etc.)
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RE: FOS for Scaffold
Change From:
#2, Southern Pine, 6 x 6 @ 16" on center to
#2, Southern Pine, 4 x 6 @ 10" on center. The consequences are as follows:
1. Only a slight increase in the number of board feet needed.
2. Allowable Fb increases from 850 psi to 1000 psi.
3. Repetitive member factor allowed by NDS.
4. Modulus of Elasticity increases from 1.2 x106 to 1.4 x 106.
This should go a long way toward settling the issue.
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RE: FOS for Scaffold
Your numbers are comparable to mine, we are able to get a little more out of the timber by removing the FOS inherent in timber design. Per NDS Commentary 1997 there is a 1.67 FOS, per Breyer, D. (2006). Design of wood structures--ASD (6th ed.). New York: McGraw-Hill the FOS is 2.5.
I had proposed a solution of the 6x6 Southern Pine NO. 2 to be 12" O.C. or 4x6 Southern Pine NO.1 at the 16" O.C. The company is resisting the need to change their design, although they now agree that the 4.0 FOS is mandatory. Their solution? Drop the allowable Live Load.
We are having a meeting about this shortly but the consensus is, we paid for 25 psf live load, provide us with 25 psf live load. Also, the bureaucratic nightmare that would occur to approve below 25 psf working load in my company would be substantial.
Essentially they are asking us to sweep this under the rug, and that's not going to happen.
I would like to say you brought up a good point about the 18' span potentially having more flaws. I had always though of it by the face, ie the 6x6 will have more flaws than a 2x4. Your comment made me realize this is the case for the longer spans as well. I may be able to dodge several flaws by cutting this wood down this line, but the further I have to go, the less likely I am to not encounter more flaws. Thank you for that input.
RE: FOS for Scaffold
I'm glad to hear that your company is standing their ground on this.
RE: FOS for Scaffold
SlideRuleEra, I enjoyed watching you dissect the issue in simple terms. It's a good reminder of the clarity that can be had by straight-forward hand calculation vs. losing the forest in the trees-worth of computer output that can happen.
RE: FOS for Scaffold
RE: FOS for Scaffold
andriver - You may be a "junior engineer", but it appears you are doing a credible job representing your company's interests. Be sure to return and let us know how this comes out.
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RE: FOS for Scaffold
I have reviewed the conversations in the email string and the design proposed by _____ for the ____.
The project decking design criteria for this area is the following:
1. Deck load rating of 25psf
2. FOS per OSHA as described in the email string “…capable of supporting, without failure, its own weight and at least 4 times the maximum intended load applied or transmitted to it.”
Based on the above design criteria, the 6x6 timber members in the current design are inadequate as mentioned in the email string. Please revise the design and submit to ____ and myself for our final review to close this out.
RE: FOS for Scaffold
Houston Scaffold Collapse
RE: FOS for Scaffold
See this link for information on 6 x 6s... so called "dog boards": Link
When designing with southern pine for temporary structures, I suggest sticking with the values for #2 grade. These days, there are few southern pines that are old enough to provide higher grades.
BadgerPe - Very appropriate and timely link.
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RE: FOS for Scaffold
I'm proud of you for finding this and respectfully sticking to your guns.
I'm really happy about the excellent advice you got - just what this site is all about.
I'm pleased that your boss backed you up.
The fact that this is a "large" job is MORE reason to pursue it, not less.
Money and human life are not in any way shape or form comparable.
GO ENGINEERS !!!