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thread218-297339 I need to design (size and embedment) several cantilever pilings (probably open 12" - 14" diam steel pipe)to replace existing timber pilings that support a series of 5' x 20' floating docks ... the design site (Puget Sound) is a slightly sloping (1 : 12) sandy beach (with...

JAE I sincerely appreciate your comment "if you are thinking that the OS factor is either applied to the structure or not to the structure as a whole, you are mistaken." Frankly I was applying the factor to the entire structure. This I did following my interpretation of the 2010 structural...

JAE, Thanks for the input. What I think I am understanding is that the overstrength factor does not need to be applied if the materials and connections, making up the seismic force resisting system, develop a redundant and ductile system. Noting the many nails, screws, bolts, laminated...

Basically, when is the overstrength factor required to be applied in light-frame wood design? Previous thread176-244422 asked this question, JAE replied and referred to previous Eng-Tips discussion; consequently, I searched the site for the previous posts but came up empty. I attended a...

Mike, You ask..."being green logs with no apparent method for allowing for normal vertical settlement due to cross grain shrinkage of the logs: 1) Are the logs checked horizontally? 2) Has the chinking been replaced over the years, or in need of now?"...and you note..."the rebar are...

Msquared48 & RockEngineer, Thanks very much for your response. Mike asked "Are the driven rods in oversized holes for the first log or two, with the lowest log driven into?" Answer is...per the builder, the holes where not oversized, the wood was "green" & the holes were drilled slightly...

Engineers, I need to develop the structural requirements for the repair of a 1982 (2) story log house damaged by fire. The house is not a "kit" type log house; it was hand built. The 2nd story is a total loss and will be removed and subsequently rebuilt using standard 2x6 light frame...

JAE, in ASCE 7-05, Figure 6-1 (pg 33) reflects 85 mph 3 sec gust wind speed; that 85 mph wind speed is converted to pressures in Fig 6-2 (pg 38) and our local building juridictions have adopted the 85 mph basic. We are using the 2006 IBC; the 2009 IBC does not become active for our jurisdictions...

Thanks Jed for the write-up on the Dallas Cowboy Practice Facility collapse. And Thanks AggieYank for the thoughts and advice. I plan to use ASCE 7-05 as the basis for the foundation design, specifically, Figure 6-8. As AggieYank noted, the manufacturer of these arch buildings should be...

Thanks AggieYank for your concern. The arch structure is purchased by others and the manufacturer does not provide reaction loads. My job is to provide a support & foundation for the structure. My request is to find a method of calculating the wind lateral loading (about each axis) and uplift...

Q - Where are you? What codes apply? A - Whidbey Island N of Seattle in Washington State. Code is 2006 IBC. Q "...is the fabric attached to your frame, or does the frame just hold it up?" A - Arch frames just hold the fabric up. Fabric is pulled over frames after frames erected. Arch...

I have two 42 ft wide x 18 ft high x 40 ft long arch structures similar to a WWII "qunset hut" building. Both are supported along the sides only (not the ends) on walls 9 ft high. The structures consist of a series of light weight steel arches on 4 ft centers with a fabric cover. Both ends are...

I have a residential, non-load bearing, 14 ft high, interior wall constructed of 2x4 studs at 16" c/c with drywall each side. The wall is not intended to carry gravity loads nor lateral loads. Is there any design criteria for this wall? I think I remember a 5 psf lateral load requirement for...

Section 1605.3 of the 2003 IBC defines load combinations for allowable stress design, one of which is equa 16-9 which requires combination of D (deadload) + 0.7E (earthquake) + L (liveload) + (Lr or S (snow) or R (rain))...section 1605.3.1.1 allows the combined loads to be multiplied by a 0.75...