Sorry for reviving an old thread, but just now realizing that slideruleera.net is no more.
SRE and whomever wrote that ASCE 7 wind loading excel program are the greatest engineers of our generation in my opinion. Long live SRE!
Responding to Ingenuity's post, please correct me if I'm wrong, but it seems column I-10 was originally designed as an interior column. At some point the decision was made to not construct this extension, making column I-10 an exterior column. Depending on how late in the game this decision was...
3DDave - I do like the idea of creating a new low modulus material to behave like a cable. I will try this when I revisit the model.
rb1957 - to clarify, in order to obtain an approximate value of the amount of pretension I would need in the cables, I temporarily allowed compression in the...
rb1957 - that is what I did to solve for pretension in one cable, which works just fine even after setting it to T only. However, I then set all three to that exact same pretension, and rather than solving for each individually, which resulted in the same error as when all cables are at 0...
You guys all make good points. I should point out that I was able to get the model to behave. RISA makes you input pretension as a change in temperature... so guess that is how I will report it! one guy ended up with -18 deg F while the other two ended up with -12 deg F pretension. Total mast...
videogame jenga would be sick af too. especially if you make players give consideration to collapse method/direction - like if you were to get a multiplier based on the importance cat of any adjacent buildings your opponent accidentally destroys... elementary school with 250+ students? = x3...
Yes it would - the mast is "by others" though, so as long as loads aren't insanely high.
I think they all need different pretensions due to varying angles to the vertical. One is at a pretty high angle (50 deg), so that'll be interesting. Unfortunately, this roof is like the hospital crows nest.
No catenary effect since RISA instructs you to zero out cable weight. RISA does do second order displacements, would this not be first order though? the program hangup comes as soon as the statics reactions are attempted to be solved - in essence, I think RISA goes "total load in X direction =...
Keep in mind, any game you go at solo is niche at best and will take years without a team (and no guarantee anyone even learns of its existence). Really it's the triple A big budget game where I think you could make the greatest impact and a boatload of cash. If you have played any triple A game...
Per the subject title, what we have is a 20ft tall mast on a hospital roof with 3 guy lines attached near the top. They are not spaced equilaterally, but let's assume they are, and each guy is of varying length and vertical slope since they attach to accessible column stub-ups on surrounding...
I'd say the most common situation I've seen is with railings or infill - especially proprietary systems where the hole size and spacing is already set. In general these types of bolts tend to be called for wherever bolts 1/4" diameter or less are required, usually in situations where the backing...
I put quotations around the key phrase to hopefully help future structural engineers out (assuming this thread can generate some answers!) - as a google search of the thread's title + site:eng-tips.com generated 0 hits.
My specific question relates to the common structural engineering practice...
Because you are putting the inflection point at around 0.5 to 0.6 the height (assuming all EI are equal), the deflection would be less than 1/3 PL^3/EI... so moment area method does make sense.
I guess maybe the question is how do you estimate the inflection point if you have a different length...
Is there a quick way to estimate lateral deflection in a moment frame? Like say you have a portal frame fixed at the base and at all connections, dummy lateral load at the top, find the deflection within 30 seconds (without a computer - Im studying for the SE).
I get estimating the inflection...
May be a dumb question, but can someone explain why the top flange has any PT strands at all?
If the cable stays are just for show, when would the top flange ever be in tension to require PT?
A quick background to the problem: A client of ours is experiencing floor heaving in their pre-manufactured steel building due to pockets of slag under the spread footings. Because of this, a few of the steel columns have deflected over the last couple years. This company hired us to perform a...
Thank you all for your help. I saw that the aashto Manual for Bridge Evaluation includes a live load factor of only 1.15 for one-use heavy vehicles. I combined this load factor with other factors for Sevice Load Type II as crossframe suggested (in which just about all load factors are 1.0)...
We can request that the client send only one vehicle across at a time.
We have done this before, but I have never had to analyze a bridge for such a heavy vehicle.
The bridge has no posted weight limit, and finding a detailed inspection report is proving difficult. I think the bridge should be...
