Is there any practical and cost-effective way of load-testing post-installed anchor bolts as they are installed? From a quick internet search I saw the following gadget, along with other similar apparatuses (apparati?):
http://www.ndtjames.com/Anchor-Test-System-s/38.htm
Has anyone here had...
On some anchor bolts relatively close to the edge of concrete there's no way to make them work without supplemental reinforcement. And as proposed the embeddment is a little over 12d. Given this is there any advantage to be had in making them longer? Not per Appendix D, i.e. now Chapter 17; I...
I saw this on tv last night. If you can get it to play it's well worth the 1 hour 34 minutes it takes to watch it. It was all new to me but apparently the buildings in the Forbidden City have survived earthquakes over 8.0 in magnitude (if I'm remembering correctly), despite them being quite...
I'm going through Table 5 of Section 7.4 of Blodgett's book and I can understand the derivation of every section property I've examined thus far except one: the circular one. It seems to me it should be thus:
Iw = Πd(d/2)2 = (Πd3)/4
Sw = Iw/c = [(Πd3)/4] / (d/2) = (Πd2)/2
However, the book's...
In the above referenced section do the horizontal and vertical forces (Fh & Fv) need to be considered simultaneously or is the intent to examine their effect on the structure separately? I know what is more conservative but I'm unclear on the code's requirement.
(Sorry if this has been...
Years ago I saw an article on this topic in, I think, AISC's magazine. I haven't been able to find it online. Does anyone know of such an article in that or any other publication? I'm having to do some clean up work and it would be helpful if I could point to a resource rather than it coming...
I was perusing a concrete textbook and read up on designing concrete columns using a method described as the "R Method", which made use of a capacity reduction factor, R.
Is this method still allowed/in use? Does it go by a different name now? Why haven't I heard of it before? (Well, you...
It appears that the size factor, CF, allows for Fb of a 2x4 to be increased by a factor of 1.5. (2x6's & 2x8's get bumped up by 1.3.) Am I reading that correctly? It seems like a lot. Also, why is it needed? Why aren't the referenced design values simply increased in the first place? What...
I don't sanction it but for installing short lintels (i.e. 2'-6" to 3'-0") in existing masonry some masons just take out the old and reinstall the new, with no needling, pinch beams, shoring, etc.
How would you folks respond to such a practice where you know or suspect it takes place? Just...
Does such a thing exist? It seems I've heard of such, perhaps written by some Indian engineers (Endian ingineers?), if memory serves. But I've never seen such a thing. I'm referring to a book that might contain page after page of shear & moment diagrams covering more conditions than listed in...
I'm interested in the case where a pilaster is stiffening a free-standing exterior masonry wall, i.e., a "garden wall". The vertical load is only the pilaster's self weight. As I read the commentary in ACI 530-08, Sect. 2.1.7, it states that "Pilasters...can serve one of several purposes..."...
Has anyone here used this book or one of it's preceding editions? If so, do you recommend it? Or are there better resources to consider? I particularly like books with a lot of example problems. Thanks.
I've noticed that in design examples that accompany the NDS Wood specifications the moment they apply to plywood is based on a 3-span condition, even when the joists are spaced at 24". Is there a reason for this? I also notice that, a bit counter-intuitively, a 4-span condition yields a higher...
I'm having trouble understanding what the maximum allowable height is for a wood shear wall. In the NDS wood and seismic manual and there seem to be a couple of references to limiting values but I'm having trouble understanding it. Can someone help me? Thanks.
I can't find the reference for the darn thing. I'm probably looking right past it but I can't find it. I'm referring to the [1 - (.5 - G)] provision. Does anyone know the reference offhand, by chance? Thanks.
I'm reviewing a sketch that shows the field welds in the normal manner but designates the shop welds as ".035 Flux Core". I can hazard a guess as to what this might mean but overall I'm not familiar with this terminology. Before I make them revise it to more normal nomenclature I thought I'd...
Maybe this isn't a structural question per se, but it becomes one when it's done wrong. Anyway, I was wondering what the options are for snow removal in a pretensioned parking garage. Salt corrodes and piling up mounds of snow can break double-T joists. What are other options? Any of you...
I'm looking at a document I pulled off of Slide_Rule_Era's website, "Pole Building Design". In an example on pg. 13 it lists the design value of wood poles using Douglas fir or Southern Pine as "8,000 psi, USA rating." The document was first published in 1957 and revised several times, the...
I'm referring to the timber connectors not the participant who goes by that moniker though maybe he'll respond? In any case, I'm just asking a general question about them since I've never seen them in use. My assumption is that they are shear connectors that allow rotation and thus act like...
