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Oldpapermaker, I think it was just a misuse of semantics in regard to those joints. It seems like he was thinking they would be partially restrained. It may be slightly true in many cases but if you are building this from scratch, you can design it with no moment capacity. AITC has a wealth of...

What about some sort of guy wire system like a tele-pole? -Robert Miller, E.I.T. KPA Structural Engineers

Sliderule, I agree with you and I Like your description of the permutations with the compressive strengths. I inherently want to question those miscellaneous factors too. I guess my assumption is that the those empirical equations (when applied to the correct application) code, represent a...

Although construction tolerances are supposed to be included in reduction factors, I would consider adding the respective ACI 117 tolerance to your MINIMUM concrete cover. Unless there is some super stringent architectural or serviceability issue, I do not see how it will make much of a...

Racookpe, I do not disagree with you there. I do not think anybody would. But your decision is quantifiable and easily documented. What I was describing was haphazard calculations on projects that do not require "on the fly" decision making. Of course, when u visit a structure with immediate...

Mike, I feel you are right. If my wife says use a W12x19 and I do not do so, the personal consequences may be greater than the professional ones. HA! -Robert Miller, E.I.T. KPA Structural Engineers

I am a stickler to sound logic, e.g. significant figures, etc. However, My question arises from maybe a more philosophical standpoint (or poorly assumed to be). I see structural engineering as having 4 main components where variability may or will arise. 1.Loading 2.Engineering Analysis 3...

Is there a specific defect that brought you to this issue (other than the fore-mentioned unprotected timber) or is it one of those "Id like to have my house inspected for various reasons". Maybe settlement cracks showing up inside? -Robert Miller, E.I.T. KPA Structural Engineers

The beam-column is the pair of concrete masses. My main concern is the P-delta effect and how to assume bracing or limit deflection to make P-delta negligible. -Robert Miller, E.I.T. KPA Structural Engineers

I am designing a free-standing beam-column that is supporting a piece of the world trade center for a memorial. It is 8" thick roughly 14.5' high. Klu/r is roughly 150. (fixed base & r=.3h) How would I go about designing this member? Should I consider it for sidesway? All beam column examples I...

racookpe1978: I couldn't speak to that, specifically. Somebody with greater historical knowledge is needed. I would venture to say that by the 30's there was enough statistical data to have generally reliable working stress empirical formulas. IF the field guys cast the concrete such as the...

bridgebuster: I am betting that the environmental factors were a bit harsher on that concrete for your colleagues bascule bridge. Unfortunately for our client, the previous firm's analysis was awful, along with their short report describing their findings. One of many things, they assumed...

nuche1973, I doubt it because these classes were called out by leaders on a cross sectional drawing of a concrete wall, so I doubt that it was referencing a finishing technique. In the end, I'm leaning towards AASHTO (or AASHO as it was formed in 1914) or the local jurisdiction of the...

RHTPE, I agree with that AASHTO recommendation and I know that the concrete has significantly more strength than 2500psi, but we cant core drill so there is not a more precise way to quantify it. I think the thought process (from my superior) is that if the concrete fails in analysis with the...

Thanks! This is helpful. -Robert Miller, E.I.T. KPA Structural Engineers

Ron, I agree. I am not sure why that is the case, but I am just an E.I.T. I cant tell u why that is the case. Any references for classes of concrete? -Robert Miller, E.I.T. KPA Structural Engineers

Kieran, I wish it was in the budget right now. However, if the wall analysis failed with the most reasonably accurate estimate of f'c, we would request for cores to be completed before the additional loads were imposed on the wall. A previous analysis was completed by a firm, which used f'c =...

If the only damaged element is a tension member, I see no reason why you would not use material to be in-kind. As long as there is enough room for proper nail fastening and the nearby joints arent damaged, I'd tell him to splice it with 2x4 each side with structural adhesive and proper nailing...

I am analyzing the retaining wall of a water reservoir in Baltimore County, Maryland that was built in the 1920's and I have no other information regarding the concrete other than it is designated on an old drawing as "Class A" for the wall/footing and "Class B" for the Containment bottom slab...

Does anybody know where do get a P/M interaction diagram when F'c = 4500 psi? -Robert Miller KPA Structural Engineers