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)...
If there's nothing out of plane, then there's nothing out of plane. L = 30', and k = 2.1.
EDIT: I am not familiar with "Elastic Buckling of a Column Under Varying Axial Force". While it may be applicable, I've never seen industrial bents designed with a reduced k based on a varying axial force.
Are the pipes landing directly on the bent, or is there a pipe bridge spanning between the bents? If there's a pipe bridge, then I'd say the top is braced in/out of the page by the bridge and thus k=1.0. However, this assumes that SOMEWHERE on the layout there's a structure [like a 4-leg tower)...
The Cp factors for a conical roof can be found in Figure 29.4-5 of the ASCE 7-16. That factor should then be used with Equation 29.4-4 -- note that the equation assumes that the roof is still on top of the cylindrical portion of the bin (as the eqn includes the GCpi factor for internal...
Maybe I'm just an idiot, or blind, buy WHY do you need to have both of the beams coming in to that corner moment connected? You have a vertical brace coming into that corner from each side. Is there no floor diaphragm at this level? If not, moment connections are a real nasty way to try and gain...
My personal preference is the moment resisting footing, despite it requiring (usually) so much concrete.
I find that when tension ties and grade beams are proposed, the preferred placement is so far below the slab that a fair amount of moment is still generated that you end up balancing out at...
