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I am designing a custom steel roof truss supporting bar joists. The span is about 70ft, I am using WT's for the chords, and double angles for the webs. I am doing this for the first time. I have found design criteria in the 2005 AISC 13ed, and in the design guide #7 for the design of the truss...

See the following link for NCEES SE II Pass rates http://www.ncees.org/exams/pass_rates/

How do you go about meeting your state's requirements. Do you go to online seminars, go to live seminars, other? and who pays for them? See the following link for your state requirements: http://www.ncees.org/rcep/cpc.php

Are there many bridge questions on the Civil/Structural exam. I don't plan to buy AASHTO. All I have is an old version of Tonias, 1995. Just curious, for you bridge guys, what is the latest version of Tonias, if not 1995?

Simple question: Are the morning questions grouped by discipline, geotech, structural, water, etc; or are they in random order.

For those who have taken the Structural and Civil/Str exams, is the CERM enough to get by the morning civil stuff for a "structural guy" or are other references recommended. I took all of the civil courses in school but have not seen it since.

For the few of you who have taken the STR II exam before, do the results come after or at the same time as the other PE exams. I was the only one taking the SE II exam in DE, and I don't think there are too many previous DE STR II exam takers here on EB. So for those of you responding, in your...

I just read that in Illinois architects are allowed to design and seal structural drawings? Is this true, and are there any restrictions on what the can design. Are they required to take any additional structural testing? I think they should have to take the SE II exam. Can anyone in...

Does anyone know how to address the topic of special inspections and masonry design on the SE II exam. Do you reduce the allowable stresses if special inspections are not provided. I looked through IBC and the masonry code and didn't see any requirements to reduce the allowable stresses based...

I am planning to copy IBC Chapters 16 - 23 instead of bringing the entire code. Does anyone who has taken the SE II think the other chapters are needed.

Did they change the way they specify nails. In the 1997 NDS they refer to four different types of nails, with different tables for Z: (1) Common Wire Spike (2) Box Nail (3) Common Wire Nail (4) Threaded Steel Nail Now in the 2005 NDS, there is only one table for Z, with only three types of...

Question regarding prequalified SMF Reduced Beam Section connection design: According to AISC Seismic Provisions Section 9.6, in the equation for Mpb for prequalified RBS, it includes 1.1Ry*Fyb*Zrbs, however, in the AISC 358 Section 5.4, it directs you to EQ 5.8-5 where Mpr = Cpr*Ry*Fy*Ze. Why...

Am I correct on the following regarding Chapter 21 of ACI 318: 1) Unlike the Steel Seismic Provisions, ACI Chapter 21 does not refer to the building code overstrength load combinations, therefore ACI does not dictate when to use the overstrength factor for concrete design. If the overstrength...

For those of you who have taken the SE II exam, have you ever had a prestressed concrete question on the exam. I had a prestressed class in college but I have never come across it at work. I am not planning to study it for the SE II exam. I just wanted to see what others thought on the...

For those of you who have this reference, on page 391, the third equation down the page Fc,min. It says that it is equation 8 from ASCE Section 12.4.3.2, but the equation has roe, the redundancy factor, and not the omega over strength factor as in ASCE 7-05. Is this an error. They are...

I am taking the SE II Exam in October. I took it in 2002 prior to the format change in 2004. Does anyone have any feedback after taking the exam after 2004. In 2002 the passing rate was 14%. Now it is near 60%. What is the difficulty level of the seismic questions. Is it a waste of time...

In the AISC Seismic Provisions-341-05, pages 3-66 to 3-69,Example 3.11 SCBF Brace-to-Beam/Column Connection Design, they are using the amplified building code loads and not the expected yield load. Where in the specification does it indicate to use amplified loads for SCBF connection design...