I want to quickly select area or shell elements that are inside the enclosed area of a frame.
To explain better: see image below. There's a frame (blue), a metal headwall (orange/yellow), and a skewed (corrugated) pipe arch (red).
I want to "cut" a hole for the pipe opening in the mesh of the...
Great suggestions thanks all.
Yes I immediately recognized the 16x increase in deflection! I was able to get the span down to 15 ft (by suggesting we support on steel columns about 6 in from each wall) for a 25% reduction. So that helps. Will anchor the tops of the steel columns to the existing...
Yup, using deflection criteria for this beam based on modern day load assumptions! 50 psf combined floor load, 20 psf for the plaster walls.
Does L/480 make sense for the 16 ft span in a home like this? Should it be ramped up much higher to L/720 or something? Building code says L/360 but I...
Nope, no indication of columns lining up with the brick piers.
It's a good point about it being unlikely to have been built this way strictly for economic reasons!
Also walls acting like deep beams seems to be a big part of the answer to my riddle since the plaster and lathe probably wants to...
SUMMARY: What I am imagining is- instead of a bearing wall just sitting on joists which then sit on another bearing wall below- perhaps there a style of construction where a wall sits on top of joists, and those joists then sit on top of a beam that supports the weight of that wall plus the...
AHHHHHH boy do I feel dumb. Thanks!
I feel like SAP organizes things in its menus and dialog boxes in a somewhat confusing way. There's been several things like this that I have tried to track down and all the time it was staring me in the face.
Pretty simply question, but I have looked everywhere can can't find the answer:
In SAP, how do I turn on/view the blue nodes in my view window?
I know it's possible because they have been turned on in another file (accidentally) but I have no idea how I did it. I did not draw these nodes, they...
@cantwest: yes there is fly bracing from the tilt beam to the purlins as you suggested. The top and bottom of the column are both fully welded to the cap plate and base plate, and both these connections also have a vertical stiffener plate on both flanges of the column. The tilt beam also has a...
Thanks for the constructive comments I really do appreciate it. :)
Yes, strong direction bending overwhelmingly controls.
I understand it has to be "fixed" at the top in order to transfer moment, however, even though it is fixed, the plane of the carport roof and tilt beam are fully able to...
canwesteng: thank you. Yes, it is being designed by an experienced structural engineer (not me). We're just acting as a second set of eyes, asking questions, and we will provide the final stamp of the drawings (as well as the foundation design, which I am much more experienced with). I am not...
TLHS: yes I am considering it fully free at the top, and yes I am assuming the K factor is the same as for global compression buckling. Perhaps that isn't correct based on your and other comments.
The top probably does have some restraint, but I think it's fair to say it is minimal:
(EDIT...
Well I'm not the designer. But my assumption is a W section- improved or no- is going to be most efficient in this application, since it is overwhelmingly controlled by bending. Just a matter of finding a section that works best.
However HSS might end up winning in the end, since you won't have...
That's a lot easier than I thought it would be.
I suppose I also need to check the local buckling of the flange plates.... do I need to check shear flow of the flange plate welds? Anything else?
It's still in the design phase so sky is the limit on solutions I suppose.
More detailed view into this sausage factory: the designer is in the process of redesigning this entire thing but there's some kind of government money at stake (it's a solar carport) and the client's customer needs...
Welp, I guess we'll have to do something else!
Any suggestions other than just selecting a much heavier beam? We can't brace this column; the bracing would get in the way of parking clearance underneath.
I am running into a problem checking the LTB on a W column. The column supports a carport with "hurricane wind" in Houston; it is being rotated in one direction by a "tilt beam" at the top. I have attached an illustration.
Basically the W column the designer wants to use seems to be failing in...
Very helpful; 1.5 seems in line with the typical sliding safety factor as well. Purely subjectively, 1.5 also just feels about right. But I still wonder if 1.5 would be appropriate for the case of wind uplift.
What design standards exist for the design of ballast against uplift forces, and what factor of safety against uplift do these design standards promulgate? I am familiar with a typical FS of roughly 1.5 against sliding forces due to active soil pressure for the design of many types of structures...
All understood.
Yes based in looking at the load combinations it's quite clear that snow is going to be the controlling load consideration. As you seem to agree, doesn't make sense to me to compound that with even more additional live load. Unless someone decides to get u there with a snow...
