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GLENWOOD SPRINGS 118 West Sixth St, Suite 200 | Glenwood Springs, CO 81601 | 970.945.1004
www.sgm-inc.com
GLENWOOD SPRINGS 118 West Sixth St, Suite 200 | Glenwood Springs, CO 81601 | 970.945.1004
September 1, 2017
Roaring Fork Condominium Association
Eric Mangelsen - President
PO Box 1708
Aspen, CO 81612
Re: 415 E. Hyman Avenue, Aspen, Colorado
Elevator Equipment Modernization
Dear Mr. Mangelsen,
I have reviewed the structure of the floor system and foundation at the location of the proposed elevator
equipment on the first floor. The equipment proposed consists primarily of a hydraulic fluid tank that is 2’
10 ½” by 3’ 3” by 3’ 10” high and weighs a maximum of 1,900 pounds according to the information
supplied to me. My structural analysis of the existing floor framing indicates that it is not sufficient to
support this heavy of equipment. Structural design of a support frame and added floor framing was
performed and details provided on our structural plan sheet S1.01.
Investigation of the existing structure was performed by observations of the bottom of the floor deck,
joists, beams, and columns where exposed and not covered by finish ceiling or wall materials. The
existing floor appears to consist of a concrete slab on steel form deck, supported by 12 inch deep steel
bar joists and wide flange steel beams. Exact details of the floor deck construction and joist capacity are
unknown. Design loads for the floor system are also not known, but would typically have been 100
pounds per square foot. Deck and joist capacity tables from the era of the original construction were
reviewed. With some assumptions about the original construction, it appears that the design capacity is
consistent with a live load of 100 pound per square foot.
The proposed hydraulic tank would impart a load of over 200 pounds per square foot in the area where it
is located. Additional structure is needed to avoid overloading the existing floor deck, which led to our
design for a steel plate equipment frame beneath the tank. The existing floor joists are also insufficient
for support of the tank which led to the design of additional floor beams parallel to the existing joists.
The remainder of the existing structure, including the existing beams that support the floor joists,
columns, and foundations appear to be adequate for structural support of the proposed tank.
Assumptions about the exact size and location of existing joists and beams were made, which will need to
be verified at the time of construction. Any conflicts or discrepancies from the plans provided and existing
conditions shall be brought to our attention for review and potentially revision of the proposed framing for
the tank support.
Sincerely,
John E. Partch, P.E.
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9/13/17