HomeMy WebLinkAbout2830 Skimmerhorn St - Special Inspections/Engineering - 03/27/2006March 27, 2006
Project No: 2213-01-06
Mark and Leslie Haynam
2830 Skimmerhorn Street
Fort Collins, Colorado 80526
Re: Lot 2, Burns Ranch at Quail Ridge Subdivision 1st Filing
(2830 Skimmerhorn Street); Fort Collins, Colorado
Dear Mr_ and Mrs. Haynam,
At your request, Shear Engineering Corporation conducted existing deck observations on Friday,
February 24, 2006 at the above referenced address. Deck observations were performed to
document and evaluate the existing deck components, including the deck structure and the deck
foundation support system.
A majority of the deck posts were supported by pier footings. Four (4) deck posts are bearing on
concrete slabs. Our investigation noted that slabs supporting the deck posts were eight -inches
(8") thick at the slab edges where the posts are supported. There is no apparent sign of stress on
any of the concrete slabs at the locations where deck support posts are located.
Shear Engineering Corporation has reviewed the loading of the deck as well as the soil
conditions in this area. Soils in this area have a high blaring capacity as well as a low swell
potential. Analysis was based on a maximum soil bearing capacity of 4,000 psf dead plus full
live load as was directed in the nearest available soils report titled, "Geotechnical Engineering
Report; Proposed Residence; Lot 17, Quail Ridge Subdivision; Fort Collins, Colorado"; ELI
project number 20945271; project dated December 13, 1994.
After analysis of the deck foundation support system, it is the opinion of Shear Engineering
Corporation that the deck foundation support system is adequate and that no modifications to the
deck foundation support system is required. Slab movement potential due to possible soil swell
and frost heave is minimal.
Shear Engineering Corporation has also reviewed the beam supporting the deck at the North end
of the deck. A 2x12 that was attached to the 4x12 beam. The 2x12 was not bearing on the post
supporting the 4x12. The shear strength of the doug-fir 4x12 beam will support the peak
anticipated loads. Therefore, there is no need for the 2x12 to bear directly on the supporting post.
The shear capacity of the doug-fir 4x12 beam at each end is also adequate to support anticipated
peak loading conditions.
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 Fax (970) 282-0311 wwwshearengineering.com
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