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I am a structural engineer designing a government project that requires roof mounted fall protection. The type of anchor being considered is shown in the following link. It mounts with set screws to the seams of a standing seam metal roof...

I am designing a residential structure in SDC D. It is 2 stories. The 1st story is an open carport. 2 story steel HSS columns are used from the foundations to the roof. Wood shear walls are used at the 2nd story. There are NO moment connections at the 2nd story or roof. The base of the...

A typical project for me comes in at about 17% to 22% of the total building cost. This is for a two story, steel frame, steel roof joists, shallow spread footings.

Yes, the exterior stud walls will serve as the shear walls. To resist out-of-plane forces from the wall, the studs connect to the second floor beam with a deflection clip. To transfer the diaphragm shears into the shear walls, there is a steel angle connecting the slab to the stud track...

Does anyone have experience in using a non-load-bearing steel stud wall with strap bracing as a lateral force resisting system? This system that we are considering is for a two-story building. The perimeter steel studs bypass the second floor. A non-moment-resisting steel frame is used to...

gostructural.com has a pdh series where you can obtain pdh's by reading an article and submitting a quiz. This quiz is graded by a sponsor, such as the Portland Cement Association. There is no cost. They currently only have 6 articles available for structural, but plan to add more. Does...

I do not believe that there is any code provision preventing you from doing this. You would have to use the R factor for the special shear walls when designing the special moment frames per IBC 2003 section 1617.2.3.1. Similarly you would you the greater overstrength factor of the two which is...

I believe you are correct in that there is an inconsistency in the two methods. It appears that this issue was brought up during the public review period for ACI 318-05, however it was not resolved. The committee said it will consider revising the section for the 2008 version. I find it...

This happened on one of my recent projects. It ended up causing a delay of a month or two because our client basically did their own version of a quality audit for the fabricator. In no way, however, was it as stringent as the requirements for AISC certification. Has everyone seen the...

Thanks JAE. Gosh, wouldn't it be nice if the index of ACI 318 under "joists" actually referenced those sections that involved joists??? Wonder why with wood design you get a 15% bonus in flexural strength for repetitive members but nothing for shear. And in concrete design you get a 10%...

Section 01452 of Unified Facilities Guide Specifications covers special inspection. http://www.ccb.org/docs/ufgshome/UFGSToc.htm Unfortunatly it still references older codes such as FEMA 302 and TI 809-04. The lists of items requiring special inspection are quite close to current IBC items...

Section 8.11.4 of ACI 318-99 says, "joist construction not meeting the limitations of [monolithic construction and certain rib width, depth, & spacing limitations] shall be designed as slabs and beams. What exactly are the differences between the design of slabs & beams vs. joists? I see in...

I don't think there's anything in the IBC that says you can or can't use the newer maps. There are some situations where using a newer code can cause coordination problems. But in this case, the newer maps simply reflect new research, not a new design methodology. All of the government...

ACI 530 does allow the 1/3 stress increase, but the increase is only applicable to the load combinations used in ACI 530. The only way you would be using these load combinations is if the "legally adopted building code does not provide load combinations" (ACI 530, 2.1.2.1). If you are using...

Thanks JAS, that's very helpful.

scherry, The IBC 2000 does modify ACI 318-99. See section 1908 "Modifications to ACI 318." shemp

I should have been more specific. I don't have the 2003 IBC, so I was referring to the 2000 IBC and the 2002 Accumulative Supplement. Here's the link in case you're interested, but considering it's outdated, you're probably not interested! http://www.iccsafe.org/dyn/prod/3001SP02.html...

Because you are looking at FEMA 350, I assume you must be in a high seismic area with a seismic design category of D or above. If you are, then it is my understanding that you are not allowed to use an ordinary moment frame. The supplement to the IBC modified Table 1617.6 so that OMF's are...

maiorano, Information about the seminar can be found at www.BakerRisk.com Click on "courses & training."

popabf, FEMA 273 has been updated and superceded by FEMA 356. You can download it at: http://www.degenkolb.com/0_0_Misc/0_1_FEMADocuments/fema356/ps-fema356.html P.S. 273 and 274 (Commentary) were combined to make FEMA 356. The commentary in 356 is a somewhat annotated version of 274. For...