You will not regret doing your MS degree. It's going to take time and money, but the time will pass either way, and in 4-5 years from now (assuming part time school) you will either have your MS or not. I would check with your company and see if they will help with the money part. Many companies...
You'll have to look at AISC 341. That governs the design of Special Moment Frames. I don't think it mentions diagonal stiffeners, so you might be stuck with doubler plates if your web is not thick enough.
Thanks for your comments dik. I've seen it in specs too. I'm told torch cutting weakens the bar in the area around the cut. I'm looking for something from CRSI or ACI that can give some more info.
What are the requirements for cutting rebar in the field? I know torching the rebar is not recommended, but it does happen. Can anyone point me to something code related that says one way or the other?
StructuralEIT,
Take the civil PE exam in Fall 2010 to get your PE, then sit for the Structural exam the next spring.
As far as I understand, the new SE exam is to become licensed as an SE, not a PE. The new exam is only going to be mandatory for people in states that require licensure as an...
Browse around SE Certification Board website for more licensure info. http://www.secertboard.org/
The SECB is a certification one can get to be a "structural engineer" in the those states that don't acknowledge the difference. There is definately a push right now to get more states to...
hawkinjc, I'm in the same boat as you.
I'm debating whether to take the PE with Structural PM or take the SE-1. The general consensus I've found is that there is no distinction of whether or not you take the SE-1 or civil PE exam in most states. You get your PE license either way. I'm...
I agree with graybeach. Don't worry too much about the design courses right now, you can learn that on the job by people that are good at it (designers). Whether you go into high rise building design or bridges, courses like FEA and advanced mechanics of materials will be helpful. I also...
Your supervisor's concern is common. My supervisor checks my LRFD work with his "Green Dragon" because he's familiar with it.
The ASD in the 13th Edition is "Allowable Strength Design" and the ASD in the 9th Edition is "Allowable Stress Design". So they are not exactly the same, but similar...
There is a very good paper by Horvilleur, Patel, and Young titled "Modeling Assumptions for Lateral Analysis" that explains when cracked properties should be used, and they give their opinions on what values to use for serviceability, strength, and stability. It may help you out.
It's found...
Look at ASCE 7-05 12.2.3.2 for R factors for horizontal combinations, which it sounds like you have. You are limited by the lowest R factor in that direction, so if you have ordinary reinforced concrete shear walls (R=4)
around your elevator shaft, you can't even take advantage of the R=6 for...
I agree with civilperson. Taking an R of 1 will be conservative since there are no guidlines in ASCE 7-05 for wood knee braces. ASCE 7 section 12.2.1 says other systems [not included in 12.2-1] are permitted if analytical and test data are submitted. Sounds like a lot of work to get a 1/2 higher...
I'm doing a 1 story steel structure with CMU shear walls on 1 side of the building, and a steel braced frame on the other side of the building.
I'm trying to check the lateral load distribution between my shear walls and braced frame.
I've modeled the CMU shear walls with the "other"...
