I've got a project where I have been asked to provide a design for a series of columns that will support steel cables which string lights will hang from to illuminate a large 'garden' area. The top of columns will be ~20' and the width of the garden is ~150'. I'm assuming there will be a lot of...
We have a few projects coming up that are in Washington state which none of our engineers currently hold a license in. I am the only one in our firm that has taken and passed the NCEES 16 hour SE exam, but not an 8 hour PE Exam. My colleagues have taken the 8 hour PE Exam. Based on Washington's...
Have any of you used long span metal roof deck for +30'-0" spans before? I have a few projects coming up that I would like to utilize this and wanted to reach out and see what experiences anybody has had. Issues with bounciness, erection, etc.? I know Vulcraft, New Millenium, etc. have several...
Originally posted this in the Moment Frame forum and didn't get too many replies so I'm reposting here...
I've got a building in a high seismic area where I am using steel special moment frames. The building layout is somewhat forcing me to have my columns oriented differently in each bay. Can...
In older construction, I've seen where rafters/purlins were ran across the roof slope and laid normal to the roof sheathing. When I've came across this situation on projects, I've always held them vertical which requires the 2x member to ripped on the top & bottom matching the slope and...
I've got a building in a high seismic area where I am using steel special moment frames. The building layout is somewhat forcing me to have my columns oriented differently in each bay. Can I have a fixed connection at one end and the other end not fixed? This would make the 'moment frame' span a...
Can anybody provide a reference for an article or webinar that gives a comparison between the AISC 15th Ed. (blue) and 14th Ed. (maroon)? I know there were some major items that changed such as the HSS yield strength in the tables, but what about the overall content? Is it the same or are there...
I have a project that includes a look out, or viewing platform. It is a small 14'x14' structure supported on a single tube column (see attached sketch). I am looking for some guidance on which methods to use for seismic & wind design. Seismic design category D and wind speed is 120mph - exposure...
High seismic (SDC: D), 2-story steel special moment frames
The architectural constraints of this building do not allow for braced frames due to the clear spans needed and many openings for windows, doors, etc. I have ran several iterations with different column locations, orientations, number...
I have a unique project where the SFRS will be steel special moment frames. (SDC D and architectural constraints do not allow for braced frames. On one side of the building, the finish grade is extremely high and will require a heavy concrete retaining wall. I planned to have the SMF columns at...
I have been discussing starting a new working relationship with the engineering manager for an oil & gas company where I would be designing foundations for storage tanks constructed of all materials holding water & hazardous/non-hazardous materials. I am somewhat familiar with ACI 350, but was...
I recently designed a simple wood framed square building that is going to be used for retail space. Therefore, the front of the building has a lot of large openings for store fronts (span = 20' and roof trusses bear on store front wall). I used steel tubes for my beams and columns at the store...
I am working on a project where I am using HSS tube columns and a concentrically braced frame for shear resistance. The steel horizontal braces were originally going to be steel tubes that ONLY resisted lateral loads because the architect wanted an exposed wood truss and glu-lam support beam...
I am working on a design where the front portion of the building will not be able to resist lateral loads due to multiple openings, aspect ratio limitations, and shape irregularities. I decided to look at designing this an open front structure with three shear walls. However, the roof diaphragm...
I am trying to teach a new engineer the process of converting roof LL down a sloped member for bi-axial analysis/design. I know the code states that LL acts vertically along the horizontal projection of the member which means that this load has to be converted [cos(theta)^2] to act along the...
