Search results

McEngr, You typed you answer regarding the question faster than I could answer. Again I don't recall the problem well, but in practice I am usually citing chapter 15, rather than chapter 13 for non-building structures. But some of the details like minimum forces etc are different. (Cs) I...

McEngr, I don't have the SEAOC book with me....does the solution differ from what is outlined in Chapter 15 of the ASCE 7 book? Ie section 15.7.6.1, equation 15.7-12? (natural period of sloshing equation) I don't recall the problem well, was it a liquid tank, or a solid storage silo? hromis1

McEngr, In terms of the AASHTO 2008 revision I found that the new SERM manual pages was helpful to get me started in the right direction on basic load combinations and some seismic. But only started! I don't have the 5th edition, but have the 4th with a print out of the new bridge section that...

For anyone working throught the NCEES new 2 day example problems. Problem 602 on the PM vertical Building portion. On page 97 of the solution when the top and bottom flange force is being computed: The solution "appears" to directly use the tension force of 2 kips, rather than 6kips for the...

Thanks to all you guys and gals. Without you posting questions here I would be lost at times. I have learned a lot on this board. It is also nice to hear from other people suffering through this. I feel like I am trying to get my PhD passing these exams. I don't get much chance to do high...

I looked ahead in the sample exam. It does appear to be fairly well balanced. Taking problems from all possible materials and applications. One personal big negative: The morning sections still draw problems from AASHTO that we all have to take. I wish NCEES would drop that one for building...

McEngr, I am already there with you...Started working that new NCEES book and problem set a last weekend, I am about 60% through it. FYI, they really do ask questions from the cold form steel manual in both the vertical and lateral portions. A few of the AISC questions in the lateral section...

Mook, I clearly see your point know and I am equally confused. Could it be that the SEAOC problem considers the columns as pinned at the base? They are checking the first floor. For example look at the note on the middle ofpage 4-6 from the AISC book.

To clarify this for anyone following after me: Here are the answers that I have located that fit this problem: Per ASCE 7-05 Story Drift section 12.8.6.....simply the difference between the moments of the center of mass between floors. Nothing to do with individual columns. (This problem some...

Mook, correct me if I am wrong, I am writing this from memory as my posting last night some how got lost in the internet. I agree with Kevo, it is a result of the Quirky way the problem author gave the loads and trib areas.... The "2" is not a result of having "two" frames in the column line...

Mook, in the SEAOC book - I could be wrong, but to me it looks as if it is only a quirk of the way the authors presented the data. The load values they give are for the full 29,000 sf of the bay. But only 1/2 is tributary to the frame in question. Not the way I would entered the data. I would...

No offense....but which column, or the average? This case has columns that move around 1+ inch at the edge, while columns in the center move 0.5 inch.....on know this does not matter much for small structures..but this one is very large..and those displacements are from floor to floor.

Agreed, that is obvious, but is it the maximum displacement, or the average displacement? In this case I have boundary elements that move 3 times the amount of the average displacement. I have not found a clear definition in ASCE 7 of "where" to measure this displacment at.

I am struggling with the proper use of some terms and the intent with regards to a structure. Maybe you guys can clarify my understanding. 1. Story Drift...Is the intent to measure the "average" displacement of the structure under the design EQ? 2. Compared to the Maximum design EQ deflection...

IL-SE and others, in regards to your comments about time management and solving for fixed end moments, slope deflections etc....I agree, That advice is good for the civil structural exam, But regarding the future 2 day structural exam format: Has anyone on this board gotten a good sense of the...

I'm having a Homer Simpson moment here. DUH!The title of your question was specific to ASD design. And yes, I am not clearly understanding the implications other than to determine the allowable stress levels. This was a very good question. It made me look at the strength design portion of the...

McEngr, I tend to design Masonry as ASD....I was looking for something else in the strength part of the MSJC...You might want to look at section 3.3.3.5.1 etc....The additional requirements here surpised me...much more than an aspect ratio...Hromis1

McEngr, Oddly I just ran the same calc yesterday at work. It was the first time I have ever come accross the issue on a project. It was for a small masonry building that was both a SDC "D" and had to take 150 mph winds. I came to the same conclusion as you for my simple project....(very heavy...

McEngr. My hat's off to you....I am trying to go through some of those higher level seismic design class problems now. My head hurts. I don't think they could have come up with a more contorted set of load equations if they tried. Good luck to you. I can do most these problems, the issue is...

To anyone using the NCEES SE-II practice book......be careful!!!!....after careful examination of the building problems there are some real problems in the original solutions and the Errata.... Even in example building problem 450- the errata contains basic errors such as load combinations, or...