I would not rely on the existing slab for dowel load transfer, and most certainly would not rely on shear friction for dynamic crane loads. We have a 20T crane and footings are 12'x12'x36" thick, 30-foot bays, 4000psf limestone ground.
I would bite the bullet and tell your client you have to cut...
We have a D-B contract with a large multinational consultant and process equipment vendor.
We have to provide the foundation design for their process equipment on the barge already.
We asked them for environmental load data they used, equipment loads and anchorage results,
you know, just to make...
Get in the habit of maintaining a daily diary. Really. The day-to-day project communications on tasking and design criteria should all come to you as e-mails, not voice or redline markups. You should download their e-mails every Thursday to PDFs, because you'll be locked out of Outlook the day...
Read AISC 341-5 Table I-8-1 for flexure and compression flanges of rolled W shapes, they are limited to "b/t < 0.30 sqrt(E/Fy)" which for A990 W-shapes is "b/t" < 7.22.
Is there a typo and errata to AISC 341-5 somewhere, and they meant to use AISC's typical Compact Section Criteria "b/2t"...
Interior long-span glulam beam supported only at ends, and supporting a rolling swaying divider wall which bunches up at one end, ... what is the requirement for intermediate lateral bracing? There's nothing in APA or AITC that I can find, and it's limited by deflection, so is not anywhere near...
ShapeBuilder is hard to beat for finding section properties, although notice it just calculates Ipolar by adding Ix + Iy.http://files.engineering.com/getfile.aspx?folder=ee4bb17e-6c1b-43d2-8e67-37223153e08c&file=15IWT4.jpg
Back to the original question (!), drive three 12" HP piles to refusal, pour a concrete pile-pier, drive sheet pile and pour concrete abutments, then span the 80-foot ravine with (2) two railroad flat-car frames instead of fab/erecting one...
Good links and back to the original question, AHaddad1 had it right, don't over-think it: average stress, average section, and ignore imaginary del-P effects, S&T is just a conceptual.
Note, in classic circular slope failure terms, the building would have fallen *backwards*, if in fact differential soil pressure caused them to shear off in a rotation slip plane.
Instead it's likely the excavation was inadequately shored and the front row of piles buckled or were hit...
racookpe1978 (Nuclear) - Roger that. Pencil rod pipe piles, and bribed piling contractor and building inspector who would have had to see that in chew back and splice of the pipe pile tendons to the foundation steel in the "foundation" slab pour that it wasn't prestressed tendons. Look at the...
We investigated a 3D version of this problem with distributed loads instead of one point load, on a wagon wheel roof truss that had sagged down into an inverted shallow cone. After discounting fabrication errors and contractor hole hogging in the heavy timber truss connectors, we realized the...
I have modeled an open top tank as square plates of concrete material plates filled with water and ran the stress contours:
http://i42.tinypic.com/2sb7uwz.jpg
Then I took that model and meshed it up into a much larger model with smaller quadrilateral plates (finite elements)...
Really, when you get right down to it, an engineering PE license, based on a simple two-day examination, and then renewed like a driver's license, isn't much "credential", certainly not the same as passing the legal bar, or your internship as a physician, or being a field construction engineer...
You *have to* look at it from both sides in the industry.
There is the defective owner design and request for quote.
There is then the defective low bid, with qualifiers, and by that I mean, defective in the sense that all quotes will not be equal because of those qualifiers, so the owner is...
