Simple question for anyone who has designed highly skewed steel girder bridges. Only applicable in cases where the diaphragms are square to the girders and not parallel to the bearing line. Do you take into account the influence that diaphragms have on camber or base the camber on simple beam...
I posted this a couple of weeks ago in the Brige forum, but as that forum seems nearly dead and I have had no responses since then I was hoping it wouldn't be too frowned upon to repost it in here in the hopes (yeah, hope, bad thing to do as an engineer) that it would garner some response in the...
Just looking for some thoughts on things that need to be taken into consideration and how to approach/analyze them at this point - I'm at the brainstorming/spitballing stage with this.
I have been doing a fair number of steel girder erection plans lately and I have one for a multi-span bridge...
Just a quick question on my part. I see this and similar phrases thrown around on these forums fairly frequently, and always in a negative vein. My understanding of my job is to provide not only a safe design, but the most economical one. Oviously the first comes foremost. This usually means one...
I am looking for information on high capacity tension connections for glulam. I know there was some work done with embedded and epoxied rods/rebar for moment connections, which could be applicable here, but as far I can see it has either been abandoned or is proprietary as it is not codified...
I am looking for references which deal with the seismic design of irregular buildings. In particular I am looking at a building with steel moment frames, flexible diaphragms, cross bracing between frames and large variances in frequency between adjacent frames (~3*).
Maybe not the correct place to post this, but regardless of that I have a question.
I used to read this forum quite a bit and post once in a while, but it seems there are few topics relevant to what I do and few posters with first hand knowledge of it. Are there others here who deal with design...
Over the past few years we have seen increasing limitations on what contractors may do or have done to bridge girders. Some limitations have always existed in my experience. Eg. I have never seen a case where the designer or governing state/provincial body would allow someone to core through the...
Just a random question after seeing a comment in another thread about examining submitted calculations. How often do you actually detail and submit your calculations as part of the design package?
I see this come up fairly often, but rarely experience it myself. Other than a few government...
I am dealing with a project which involves evaluating the capacity of existing pre-stressed concrete beams. As expected, the 50-60 year old as-builts are not in the best of shape. Usually, through a combination of shop drawing and design drawing review, we can come up with all the relevant...
... does not constitute an emergency on mine.
I deal with this situation far far too often. It generally comes in one of three forms:
1. Designs that were sent out for client review and not reviewed (and subsequently marked up with major changes) until the final design deadline is looming.
2...
This is an issue I run into all of the time, and it always drives me crazy (apologies if parts sound like a rant).
As I've said a few times elsewhere on the forums, roughly half of my time is spent on construction engineering. One of the biggest features of construction engineering is the...
After spending some time looking at a project and possible design methods (or remediation measures in terms of an existing structure), I can tell whether or not kingposting is the best option. I was wondering if anyone knew of some rough guidelines as to when to look at this first. I can...
In designing a sheet pile coffer dam I've run into a situation where the piles cannot be driven for the lower third of the excavation (cone penetration is well in excess of 100 blows/foot). The solution being used is to trench behind where the piles are to go, placing the piles and then...
A topic of much (well some anyway) debate in the office. Why does the width of deck overhangs for cast in place bridges with pre-cast girders continually increase?
With girder centres at 8-10 feet, going from a 2 or 3 foot overhang to a 5 or 6 foot overhang has saved at most 1 girder. At most...
Partially out of curiousity, I would like to hear from those in purely design environments how much consideration is given to constructability.
Roughly %50 of my time is spent doing construction engineering (which probably means >%80 of my projects). As we do construction engineering and...
