Agreed, good point Teguci. Fall arrest certainly falls in the category of shock loading. I didn't go through every ESR report but the few that I did look through did contain that language:
"Since an ICC-ES acceptance criteria for evaluating data to determine the performance of...
Well, it turns out that the safety anchor suppliers that we were intending to use do not fabricate the anchors, but the anchor system. The anchors as a standalone component are a Hilti product that is ICC certified for IBC 2009. It took a little bit of luck and persistence to figure this out...
I agree that OSHA does not approve or certify devices. They simply provide guidelines for design and testing of those devices.
I guess what I am really getting at is: Do fall arrest anchors need to be ICC approved/certified?
My current project (building code: IBC 2009) requires fall arrest D-ring anchors to be post-installed in a concrete wall. When I researched fall arrest anchors, I found many that are compliant with OSHA 1926, but cannot find any that are compliant with IBC 2009, or any version of IBC for that...
Well, since my original thread, I think I figured out the intent of the AISC allowable values, parts 1 and 2 of my original post. For a large number of cycles (more than 1 million cycles), the allowable stress range is indeed 7 ksi for both pretensioned and non-pretensioned bolts, which at...
I am trying to understand how to design A325/A490 bolts in tension in fatigue applications using AISC 360-05 (13th ed.) and I'm looking for some expert opinion. The ASD 9th edition seems simple enough, but this edition and the subsequent one are not quite as straightforward.
Background: I have...
Hello,
I am looking for a good reference for hand calculation of fluid forces acting on baffle plates for a tank with 4 mixers. I have read in several places that there are a couple of approaches to determining the baffle plate loads. This involves using either the torque/power input from the...
I am need of some advice on ACI 307-98 in regards to the "grouped chimney" effect (vortex shedding) for concrete chimneys. We are adding a new chimney to an existing plant for a project I am working on, and we have a code issue we are trying to resolve.
We had stack modelers do a wind analysis...
I wish we were just adding new loads, because then I could check the "core" column section for existing DL plus a proportional amount of the new DL and existing LL against the design yield stress, 0.6*Fy (ASD). Then I could check the reinforced column section for the the total load at the...
I am coverplating existing columns (power plant application), and I have an issue with unbraced lengths. First, the background information: We are coverplating columns with plates welded across the flange tips, essentially forming a tube-shape. About 95% of the existing axial load in the...
Hello all,
I am working on a steel structure in a high-seismic zone area, and the question arose about restraining the bottom flange for lateral-torsional buckling since the vertical seismic loads are large and reversible. As a general rule of thumb at my company, we use 3" as a maximum...
