Thanks Slide. I appreciate your insight. I'll try Google Books. Some of the references I found were decades old.
I'll mention to the owner and contractor using Contech pre cast bridges. They are pretty slick and serve for this exact purpose. It might be the case of putting the clients...
Slide,
No bets, since I've never designed one. It was a lighthearted comment anyway. Thanks for the resource. It is very technical and what I am after.
I don't think stiffeners will increase overall frame stiffness much either. Is the deflection you are talking about rotational at the joint or overall drift? If it is overall frame drift you are trying to control, you will be best served by investigating the size and stiffness of the moment...
Thanks everyone for quick replies. I checked out the second website oldestguy recommended. You are right; very thorough discussion of it.
I also found some other resources online that give me some guidance. It can't be that difficult, right? I mean there are bridges like this thousands of...
I am looking at designing a small concrete arch bridge. The owner wants to do reinforced concrete. No precast; he wants it to look like the old European style bridges. The bridge will be for vehicular traffic. It will be approximately 20' wide by 45' long. Attached is a drawing showing the...
Delagina,
I have been on both sides of this coin. Right now, I am a consulting engineer doing structural work for multiple Wood Products Manufacturing Companies. I used to be an engineering manager for a Wood Products Company and I routinely designed buildings, equipment supports, monorail...
I did some quick research online. Odd, but I couldn't find a way to get a version of it. Whether free or purchased. There is an online forum you can probably join that might have some information for you.
I recommend a program called Ruaumoko 3D. It was written by Athol Carr from NZ. Very robust program and very versatile. It really put to shame SAP2000, at least back in 2005. It got the moniker CRAP2000 from me. It has multiple hysteresis curves you can select for your yielding members. At...
Well, it works for simple member calcs. But it is very outdated when it comes to stability analysis. I guess back then they were looking for simplified ways to address stability without creating 3D models.
Thanks for the input.
building is 66'x120'. Horizontal reactions are not huge. The largest is from wind and it is 14.7 kips.
I didn't even consider not having braced frames at each PEMB line. I bet my model wouldn't even converge if I started wiping frames out. Right now, my model runs...
Several things have made me faster. For more complicated projects, computer modeling has made my life easier. Using FEM programs to do the design and detailing are the cat's meow. The caveat here is that you have to invest A LOT of time in learning the programs. A junior engineer should be...
I have a unique situation that I'd like people's input on. I am providing the structural design on an elevated steel deck with a huge opening in it. A PEMB sits down on top of the outer columns. The steel deck supports multiple pieces of heavy log merchandising equipment. Equipment being...
for the heavy industrial work I do, I have found only one person. We hired him and he left for a better paying job working as a contract designer for a nuclear power plant. It is even hard to find someone that understands typical commercial buildings.
For industrial work, I end up doing my...
No I haven't encountered this. But I would use a concrete retaining wall between posts. Especially if it is only at one sidewall. What the architect wants is like a crappy soldier pile. If you do go this route, specify very permeable, well draining backfill, design for a conservative lateral...
Where I live, wind is by far the higher force. Even still, I can't make 2' Sq. plinths work anymore with even moderate PEMB reactions. I have gone entirely to using U-shaped vertical bars because I have to transfer the tension loads from the anchor bolts into the vertical reinforcement. This...
Perforated shearwall design for me. I use these as much as possible to minimize holdowns. I even use these on one story buildings. Risa 3D has a wall panel component that is intuitive to design these. You can draw an elevation of a multi story wall with openings wherever you want. You can...
I used Visual Analysis in college. It is very similar to RISA 3D. I would recommend it. I think they have add ons like RISA does. If they have good technical help, that is really valuable. Personally, I prefer the intuitive interface with RISA. It is worth me spending several grand a year...
Josh,
From your days at Risa, was there a goal to offer non linear static and time history analyses?
The static option would be more valuable for me right now. I think they would start by allowing plastic hinges to form. Then start incorporating material hysteresis behavior to allow time...
I just figured it out. RISA was apparently bringing in a strong axis moment that was negligible, but not allowing the calculation to run. The moment showed as 0.0000 in the loading input data, but when I overrode the automatic loading input to custom and changed the number to 0, it ran just...
This probably a question for Andrew and/or Josh.
In RISA Connection, I am trying to design baseplates for uplift. With WF Columns, RISA Connection won't solve flexural yielding of plate if the anchor bolts are located inside the flanges. The error says "This configuration of bolts is not...
