Update, I located the section in NFPA 85 I was looking for. I believe they are actually saying the duct need NOT be designed for more than 35", but should at least be designed for the test block capabilities of the fan (if less than 35").
The section is uploaded...
If anyone is interested, here is a pdf of the NFPA Section I am referring to.http://files.engineering.com/getfile.aspx?folder=e274b819-d1ce-4214-aa79-3ed5e1b3b759&file=Excerpt_from_NFPA_85.pdf
JedClampett -
I checked, and NFPA does indeed say 35" of water pressure. I agree, its a lot of load, but I think the standard is saying the duct need not be designed for more than 35". Not the other way around like I had previously thought.
Update -
I think I found the standard I was looking for: NFPA 85 (2011 edition), section 6.5 - Furnace Implosion Protection. My interpretation is that the furnace and duct should at a minimum be designed for the test block capability of the fan, except that design pressure greater than 35" is...
I have heard several times that ductwork in power plants should be designed for +/- 35" H20 pressure. Can someone point me to the NFPA standard and section where that requirement is mentioned?
Is the 35" requirement in addition to other design loads (i.e. dead load, live load, wind load...
I have heard several times that ductwork in power plants needs to be designed for a minimum pressure of +/- 35" H20 per NFPA. Does anyone know where I can find that requirement? Which NFPA Standard? Which section, page, or paragraph?
I am specifically looking for interpretation as to whether...
Thanks everyone. That was my initial reaction when the contractor said that it was his regular practice to set generator engines without anchor bolts, but I wanted to get some other opinions and recommendations before I replied.
Any additional cited references would be welcome.
Thanks Again...
Does anyone know if it is acceptable to use friction to transfer shear from an equipment skid base to its foundation? (i.e. in lieu of anchor bolts or shear lugs)
Thanks
1. That's a good point. Thanks for the input.
2. Why wouldn't it distribute the seismic correctly? It seems to me, that it would apply the appropriate portion of member self weight at the center of gravity of each member. Not really sure how RISA calculates gravity loads though. Any insite?
Would it be accurate to create a seimic load case and input say .04 into the X or Z gravity field as apposed to calculating seismic forces for each column node and inputing by hand?
(assuming your horizontal seismic load is .04W)
ACI 336.3R-93 "Design and Construction of Drilled Piers" has a section on Ultimate Capacity Method (Broms Method).
It states that capacity for "Short" piers are governed by soil failure and "Long" piers are governed by structural failure of the pier.
Prior to that, it also states that static...
Is anyone familiar with Argentina Design Standards? I have found CIRSOC standards in pdf form on www.inti.gov.ar but they are all in spanish, which makes it difficult follow. I tried using google's language tool to translate, but it is not a very good translation.
I'm also looking for...
