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James Fischer has a good article in the MSC magazine (it might be in the STRUCTURE magazine). Also, vulcraft has good info which is common industry practice for reinforcing bar joists. I somewhat disagree with blybrook because RISA is just a tool (like a calculator). If you know how to use...

"Now all I need is something for uniformly distributed loads (unless that is also in there and I missed it)." I just use the AISC Steel Book and add them together. California DOT also has a good reference (FREE!) for HL-93 loading for the 640 # condition + axles. I don't have the time to...

1. The SEAOC Seismic Design Manuals ~ $170 (3 volumes) 2. SERM ~ $150 3. Seismic and Wind Forces, Structural Design Examples ~ $75 4. 2009 Design of Reinforced Masonry Structures (CMACN) ~ $100 Steel Gravity: example problems from the AISC 360 CD. Steel Lateral: seismic design manual...

I think it's important to ask yourself why you are performing the design in the first place. Do you understand the philosophy of ductile concrete seismic design? Why would they apply 1.3Mn? You may want to get a grasp of capacity design concepts and then tackle these problems. PCA Notes and...

"At least I knew how to answer everything." To your luck, I think that's all they are looking for. Try to relax and not think about it... enjoy life without studying for a while. :)

I concur with Kevo's comment about NCEES. They will be watching, so be careful what you share. :)

hey pirate, keiwong, and others... just relax, don't eat to much, and limit your water intake... YOU'LL MAKE IT!

Your question has to incorporate lots of assumptions with trial and error. I hope that you don't see anything like that on the test!!! If they did that to you, they'd have to throw out the problem unless they give you some assumptions to quickly solve it. It is my understanding that they will...

keiwong - you'd solve 137 in the same way. With a P*e=M and vertical equilibrium check, you have 2 unknowns: the distance of bearing and qmax. When e<L/6, you have a qmin and qmax. With a large e (>L/6)... just a 0 and qmax. You might be served well by actually deriving the...

I think this is likely either a "part (a)" of a multi-part afternoon lateral problem or a full-blown question in the morning. Solving for deflection of a braced frame is relatively quick and easy if you've done it before - especially a single-story braced frame.

I will say this - since matrix method is based off of virtual work, it is possible that you might see a one-bay, tension-only brace. Solve for the brace or determine the deflection or rigidity of the LFRS.

matrix method - don't waste your time... moment distribution - you likely will need to solve for one, but it will be simple enough -> 3-span beam with concentrated load on the outer spans. just make sure you have a tried and true fixed end moment method. I would NOT recommend trying a new...

Stability index, Q. Yes...

I would take a look at the ACI 318-08 PCA notes - the chapters involving column design and stability for moment frames and shearwalls in combination are very good... there is a check to determine if you can use sidesway uninhibited in a real world problem. The PCA Notes are really an...

"allowable shear" in concrete is probably not the correct terminology. Perhaps you could say "available" in lieu of "allowable" as concrete will be LRFD.

you might want to brush up on a buoyancy problem or two... at what level can a water table effect a buried tank with varying specific weight of material? this is just an example that I brushed over, but could be on the test and pad your score if you just have something handy... there are lots...

For those of you still struggling with diaphragm vertical distribution and how it differentiates from story force vertical distribution, I would recommend the VOL 1 SEAOC manual examples 23 and 48. For more detailed questions, I would recommend looking at ALL the examples in the AISC Seismic...

keiwong: 12.10 also says Omega can be omitted for light frame construction. Is this the case for that problem?

I had 1 prestressed beam problem in the 1st day morning. It was too bad, so don't worry.

chapter 21 of '05 and '08 are very similar, but totally reorganized... I hope you find a taker ADB... :)