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Re: Table 16-O - Horizontal Force Factors, ap and Rp[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint(--nospam--at)seaint.org
- Subject: Re: Table 16-O - Horizontal Force Factors, ap and Rp
- From: Mlcse(--nospam--at)aol.com
- Date: Thu, 26 Aug 1999 22:45:49 EDT
In a message dated 8/26/99 4:02:33 PM EST, jmo_engineering(--nospam--at)email.msn.com writes: << On one of our jobs, we're installing some air conditioning package units on top of a typical panelized roof. We used a value of 1.0 for ap as required by 3.B in Table 16-O (page 2-33). We received a plan check comment indicating that the value of ap should be 2.5 because the attachment of the unit is below its center of mass as is required by 3C. If I use the 2.5 value, I get a value which is greater than that required for emergency power systems (3.D) and containers with flammable hazardous materials (3.E). Both parts of the code appear to apply? Can anyone clarify when 1.0 or 2.5 are truly intended to be used. Thanks in advance. Joseph M. Otto, PE Ireland Engineering Fremont, CA >> I also have been designing equipment attachments to building roofs lately. I believe the ap value = 1.0 applies when the anchorage does not occur below the center of mass of the object (example: a tank or piece of equipment being strapped to a wall where anchorage points occur both above and below the center of mass). In a the case where the attachments only occur at the base of the equipment (below the center of gravity), regardless of what it is (Table 16-0, sections 3A,3B,3D and 3E) then you have to use the ap value = 2.5. Typically most A/C units sit on a curb, therefore there attachment is below the center of mass. One thing to look out for is Rp footnote #14 which requires Rp = 1.5 when you sit the equipment on spring isolators. If the A/C unit, or other equipment sits on a frame supported by isolators (example: cooling towers), then you are supposed to use Rp = 1.5. If Rp = 1.5, then equation 32-1 (4.0 Ca Ip Wp) will likely be the equation which you can use to limit the design force. Note that when equipment is on the roof, equation 32-2 becomes (ap Ca Ip/Ra) (1 + 3(1/1))Wp which reduces to (4.0 ap Ca Ip Wp/Ra) and the ratio of ap/Ra can be greater than 1.0 (example: 2.5/1.5) when you are on spring isolators. Using the 1997 UBC, I have been having to design the attachments and steel supporting platforms for around 1.6 G for base attached equipment sitting on a spring isolated pads. As a side note regarding cooling towers, you may want to provide the cooling tower manufacturer with the building site specific earthquake data (Ca, Z, ap, Ra) so they can calculate the overturning forces and shears for you. If they give you the center of mass location you can do the calculation, but the manufacturer can probably give you a more reliable number based upon how the internal loads are distributed inside the unit and frame strength to transfer loads to the equipment support points. The typical manufacturer equipment cut sheets showing preapproved seismic design values I believe are no longer valid using the 1997 UBC. Michael Cochran S.E.
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