I have attached a site plan showing the intended column and light layout and have included a few notes/dimensions. Where would I find references for wind load effects on cables?https://files.engineering.com/getfile.aspx?folder=a2cacf75-7994-4cae-92f1-11b567a059f9&file=Garden_Site_Plan_Noted.pdf
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...
phamENG, I kind of understand what you're saying but I'm not sure I can completely agree with it. Our location is close to the New Madrid fault line and 95% of our designs are high seismic - SDC D&E. We do a good bit of design in low seismic areas and coastal areas around the gulf but the vast...
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...
Ponding - good point. There will be 4' parapets on all sides.
I'm currently looking at New Millennium's Deep-Dek. Seems like more of an individual beam rather than metal deck though as it is only (1)flute with a 12" coverage on a ~20,000 ft² roof.
The Hard Rock collapse was concrete though. This is plain metal deck so there will not need to be any shoring since the construction load is the design roof live load.
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...
Main reason for me asking is the SE Exam is still under the 14th Edition (Manual) & 2nd Edition (Seismic).
I have been asked if it would be acceptable to use the new 15th instead of having to buy the 14th. My initial response was no - always use the standard the exam references. But other than...
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...
MR E30,
I was concerned with that - a 100psf LL is hard to accommodate with a slim profile - in this case. I've got a few options that I will present, but I feel like reality is too far off from the original conception that this one will be scrapped from the project.
