Having not done those calculations myself, I understand it's possible for the sloshing to both damp the oscillations in the medium term, but to amplify individual oscillations, all depending on the period.
I'd consider it a net negative in most cases.
This is a minor thing, but I'd detail the grout tube longer than the pin length so that the pin binding at the bend in the tube doesn't affect your ability to get the panel placed at the desired height.
If the spans are independent simple spans, they can be separated for your rating calculations. If they are continuous, of course, they cannot.
If the curvature is significant, rating them as straight girders will overlook stress effects. I wouldn't recommend it in most cases.
You may find...
I don't believe that the additional stiffeners you show substantially address the shifted bearing location. I would want them to extend much further (400mm?) toward midspan, to better capture the extents of the bearing reaction. (As mentioned before, somewhat like an inverted steel corbel)...
In markets where labor is expensive, the material savings of a triangular pile cap and rebar layout does not outweigh the extra complexity of building and forming that triangular cap.
Boy, are you in the right place.
Most of what I've learned (including during school, and including studying for exams), I've learned right here... reading posts on relevant topics and creating discussions when something unique or puzzling came up.
Evaluating a design using a planset in a different language isn't that hard... I've managed it in a handful of languages I don't know. Plus as Dik mentions, a lot of foreign engineering happens using loan words from other languages, often english.
Checking calcs in another language is another...
Was waiting to see if you got other responses... I've only really used L-pile, Broms, and some pseudo P-y methods at companies that couldn't justify a license.
The business term is "barriers to entry", primarily due to inertia of state boards and their regulations.
I imagine a company could effectively compete with a better testing product and experience.
I can't imagine the effort it would take to have that accepted by a state board as an alternate...
I won't (and you shouldn't) speak to anything that was on the exam, assuming the standard confidentiality agreement was in place. In broad terms, here are a few things that often trip up engineers the first time they analyze wind on bridge girders.
When deck is in place, we consider the...
An old british standard (5950 maybe?) used to suggest increasing Lb for LTB checks by 2*depth for this circumstance, to account for the imperfect torsional restraint offered by a stocky web. As noted, you'd want the beams bolted or welded to the cap beams below.
A W10x49 isn't the stockiest...
If he's falsely representing that you've performed engineering as part of his plans, you take that to the board.
If he's stealing your plan content (details, etc) and applying them to other projects, but isn't required to or representing that you've engineered this new project... that sounds...
I got into this a while back on a massive lifting anchorage, 6’ thick slab with grid-distributed shear ties.
I came to believe that ACI is formulated with “option 1” in mind only, and that the total area of steel within depth d is only an analogy to the steel crossing and developed at the...
Agreed, 3-10cm is suitable for detecting bars in all but the largest structures, assuming you have access to both sides of the wall (or all sides of the column, etc).
There are official guidelines defining minimum clear depth (cover) of rebar in your relevant concrete building code document...
As a distinct element of the retaining wall -- no. A gravity wall can be designed with sufficient width such that the base acts as an integral "footing". That width will depend on characteristics of the retained and subgrade materials.
This is absolutely true. Structural design fees in the US are highly variable, based on market segment, region, construction material, relationship to the rest of the design or construction team, etc. It's also somewhat proprietary information, as many of us are trying to avoid the race to the...
The reinforcement in the bridge longitudinal direction (short footing dimension) will be critical, and the reinforcement in the bridge transverse direction (along the length of the support) will be less so.
I'd recommend reviewing the moment demands in your footing to see why that is the case.
