Forgive me in advance if there is an existing thread that discusses this topic. My search prowess seems a bit lackluster with the website overhaul.
I am looking at an Ordinary Concentrically Braced Frame (OCBF) per AISC 341-10.
Inverted V-Type chevron brace.
Relevant code sections include...
Since we have several members active recently from the prefab wood truss industry I wanted to take a second to ask a question concerning the typical truss output.
For background - When specifying dead load to be used to resist wind uplift, I generally specify 0.6x an approximate of "actual"...
I am looking through the ASCE 7-10 requirements for leeward snow drift on adjacent (lower) structures (horizontal separation s less than 20'), and it appears there is a significant difference in the approach from ASCE7-05 to 7-10. To summarize, per 7-05 drifts were applied to all adjacent...
Has anyone ever come across any information on the use of steel raised-pattern floor plates as diaphragms? I am considering using 1/4" floor plate welded to mezzanine framing as a diaphragm for mezzanine seismic resistance.
Thanks,
For a brick/metal stud cavity wall (veneer brick - 1" airspace - 2" rigid insulation - (exterior sheathing?) - metal stud - interior gyp.) curtain wall style construction.
Is it common practice anywhere to allow the architect to omit the exterior sheathing layer at the exterior face of stud...
Does anyone know if James Fisher (or another author) has any recommendations for reinforcing H-series joists with double rod bottom chords in any of his joist publications? I am looking for some practical detailing guidance similar to that contained in TD12 or several of his other publications...
One of our clients has recently been wooed by a one-time metal building company that has expanded into the world of conventional steel. They are touting the advantages of superior material purchasing relationships and advanced fabrication lines as well as engineering fees incorporated into the...
I know there have been several posts concerning the reduction in Southern Pine design values over the past year, but varying agencies and sources seem to be at odds on whether NDS Supplement 13 (with an effective date of June 1 2013) has already taken affect for all new IBC-based design or...
I am verifying the capacity of a jib crane boom arm (see attached sketch). The crane arm is free to swing 180° about the column, and the hoist load acts at the bottom flange of the boom arm. The design is fairly straightforward with some conservative assumptions concerning unbraced length and Cb...
There have been several posts in the past about slab supported post loads, but I am having a hard time finding code justification for supporting lightly loaded post loads on thin slab-on grade.
I have a situation where I have many interior posts that the building owner would like to bear on a...
I am in the process of verifying the use of the Direct Analysis Method (per AISC Appendix 7)within a software package using the AISC 14th ed. examples posted on their website. (http://www.aisc.org/WorkArea/showcontent.aspx?id=29596)
The example problem given for the DAM (Example C.1A) is a...
Due to a some interesting existing conditions, I have been asked to attach a beam to an existing pilaster in a way that results in torsion on the connection. We will be drilling and epoxying anchors into the pilaster and they will be loaded with eccentricity in the plane of the connection. I...
When calculating capacity for cold-formed steel box beam lintels(2- light gauge channels, toes facing inward, with track running along the top and bottom) I have been using the full lintel width for the unbraced length of the lintel (under gravity loading) and have calculated the capacity of the...
I am in the process of re-writing some spreadsheets for changes to ACI318-08. While re-looking at slender walls, I have been using the PCA notes on ACI318 for worked examples to check by. When calculating Icr (ACI 318 Eq 14-7), PCA calculates "c" using the traditional nominal strength...
