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RE: 75 PSF Equipment on 50 PSF Floor

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What I think would be prudent is a variation on option 5 where you would calculate the capacities of the existing members and compare with the actual loads which now exist including corridor loads, partition loads, live load and the equipment load. If you can demonstrate that the existing structure is satisfactory for the actual loads, who cares what the original design was based on? If that doesn't work, then option 1. When the owner or contractor sees the result of option 1 ($), they may be more open to an alternate placement of the equipment (like right over a beam). Personally, I would be shocked if a hospital floor was designed for anything less than 100 PSF, but I've been shocked before, so it wouldn't be the first time :o).
Just some thoughts.
T. William (Bill) Allen, S.E. (CA #2607)
San Juan Capistrano, CA
-----Original Message-----
From: Chris Banbury [mailto:cbanbury(--nospam--at)]
Sent: Thursday, March 20, 2003 1:22 PM
To: seaint(--nospam--at)
Subject: 75 PSF Equipment on 50 PSF Floor

I've been asked to determine if a 1200 lb medical intrument can be placed on the third floor of a hospital office building.  The instrument is 30"D x 74"W.  The building was constructed in 1989 and I've obtained the original plans from county records.  The design live loads listed on the plans include 50 psf for office and higher loads for corridors etc.  However, the entire third floor was originally designed, permitted, and constructed as an empty shell with no corridors, partitions, or offices so it seems I'm forced to use the lowest uniform load given.  Non-bearing walls, hallways, offices, laboratories, etc. were added later as the hospital found doctors who wanted custom rental space.  Since the equipment exceeds the minimum uniform live load I am considering the following:
1. frame a platform to span several floor beams
2. place a steel bearing plate to distribute load over a larger area
3. paint or demarcate an area on the floor around the instrument where no additional equipment can be located such that the painted area satisfies the allowable superimposed live load
4. modify the floor beams in order to increase the load rating of the floor
5. calculate the actual allowable superimposed live load of the concrete slab and steel beams from the structural drawings.  Since the corridor locations were unknown at design stage, it is possible that 100 psf was used for the entire floor.
Obviously there are concerns with all these solutions.  I would appreciate any additional thoughts or advice on this problem.
Christopher A. Banbury, PE
Vice President
Nicholson Engineering Associates, Inc.
PO Box 12230, Brooksville, FL 34603
7468 Horse Lake RD, Brooksville, FL 34601
(352) 799-0170 (o)
(352) 754-9167 (f)