The problem: You can't tell the difference between "perfectly engineered" and "over-engineered".
"Perfectly Engineered" should now be the go-to retort to claims of over-engineered.
I am 95% sure that the shear friction provisions require full development of fy on each side of the section in question. Thus, no reduction in development length allowed.
Please note that is a "v" (as in Violin) not a "y".
This is just not true (in the civil/building field). Customer has the drawings that contain the design, whether paper or pdf. Customer paid for a design, customer received the design.
The request after the design has been issued is now not for the design, the request is to save someone (who...
I think "yes" applies to all of those, to various levels. Also, 3 and 4 are essentially the same thing.
Also, there's #5)
- who can say what the owner will want to do in 5 years?
May as well "put a little fat" in now and save yourself some hassle down the line. Even if the owner waits 40...
From the SCM, Part 1 (page 1-3 in the 15th Ed.):
"The term workable gage refers to the gage for fasteners in the flange that provides for entering and tightening clearances and edge distance and spacing requirements. When the listed value is footnoted, the actual size, combination, and...
Too much of erection bracing comes down to how the building is erected (i.e. the means and methods). No PEMB manufacturer is going to give you that. No EOR (who likely only designed the foundations) is going to give you that. Part of the erector's job (and thus, fee) is the expertise/knowledge...
Looking at the desired shape, I dislike everything about this.
Yes, if they try to pour this all in one go, the high end will have more horizontal pressure than the low end. However, you should be able to contain those forces w/in the long sides of the forms - but that will be hard from a...
Keep your deflections small.
If you have no control over the pour rate, then design for full liquid pressure.
Get a copy of ACI 347R (Guide to Formwork for Concrete), as well as a copy of "Formwork for Concrete".
This is a tough scenario - the uplift is no joke. Free-body diagrams are your...
If it were a truly fixed end reaction at the top of the column (no displacements, no rotations), then yes, k would be 0.7. However, since it has a moment connection (not a fixed-end), your k value will be greater than 1 -> because the beam-column connection in the moment frame has nothing...
I have not heard of any training courses, at least not offered through ASME. At my first company, in 2008/2009 or so, we paid Mr. Duerr to come in and teach us the finer points of padeye design. You could try reaching out to the chair or vice-chair of the BTH committee.
Please note that is a...
Not sure about testing for chemical composition. I'm on a project that just had some pull testing done to establish Fy and Fu. 2" x 10" coupons were torched out of the flanges in locations as JStephen mentions.
Please note that is a "v" (as in Violin) not a "y".
Table 7-1 (16th Ed. SCM) is showing 23.9 kips as the allowable double shear capacity for a 3/4" Ø bolt; times 3 gives 71.7 kips.
Please note that is a "v" (as in Violin) not a "y".
A quick google search is showing ASTM E3121 as possible testing standard (Standard Test Methods for Field Testing of Anchors in Concrete or Masonry).
One area of concern, and a possible out, is that I'm unaware of a test set-up for the sustained tension. Pretty sure no one is going to be...
If the GC is determined to use this system, have him create a separate area where the entire system gets installed (concrete, rod, at least 1 level of framing, etc), and then do a pull test (according to w/e standard is used for pull testing anchors, 125% of design, I think, is what's required)...
