Was wondering if anyone can offer some wisdom on how you handle the generation, review, filing & long-term storage of your engineering calculations?
Some thoughts:
1. Paper (hand) calcs -> in pen or pencil? (Pen fades after a while?)
2. Simple wl^2/8 quick checks versus detailed finite...
Just wondering if anyone has some good notes on dynamic analysis of precast stadium bleachers for vibrations(or dynamic analysis of bleachers in general).
I know Bob Mast at PCI has a good article and the PCI Design Handbook is also good, but I am looking for some background dynamics notes to...
Hi dik, I checked the numbers and the max snow load in the valley due to sliding, & drifting, is less than 1.0 m deep, while the valley is 8.32 m high, so I considered only one of the saw-tooth roofs for drifting loads on the low roof.
If the peaks of the saw-tooth were more shallow, then I...
Assume a saw-tooth high roof, with 2 peaks and a low roof on either side of the saw-tooth roof which is subject to drifting loads. The peaks of the saw tooth are 8.32 m high (27.3 ft). Using the National Building Code of Canada, what plan dimensions (w and l) would you take for the upper roof...
I am reviewing the design of an existing craneway using precast columns, and beams supporting 25 ton and 30 ton rolling cranes.
Does anyone have any reference info for the design of craneway beams and columns in general? (Steel or precast, should be similar).
The National Building code of...
Thanks to all for the posts....The architect wants the look of concrete and I think it would be better to have some mass to the structure to avoid vibration problems.
Of course the pointy node 9 will get crushed - we would square it off a bit. The open part is about 10 ft high and is a storage...
Good idea BAretired. So the challenge is how to hold up point number 11, complicated by the fact that there is a change in slope between triangle 2-3-11 & 2-10-11 & that they want to use precast, which means joints (max. piece size around 12-15 ft, unless site-cast & erected).
I am most...
Wings & walls are all precast, canopy is exposed to elements (freeze/thaw) etc., Max dims are 25ft x 25ft (walls), 10ft high to platform level +/-. Pad sits on the ground in a park.
My last attachment was a scanned pdf of photos, with mark-ups that explained all that, but I am having a...
Here's the other photo.
PS - the architect want panels & slabs to be as thin as possible.
We could put a rib on the outside edge if req'd and the end of the "box" can be solid, so I'm thinking a cantilevered triangular rib (along the outside edge), cast monolithically with a solid column /...
I don't know what's wrong with the attachment, so I'll try a picture this time...
I need to analyze and do a preliminary design of this canopy / stage. The architect wants to use precast panels for the upper structure, and there will be a cast-in-place concrete slab on the base.
Funny, but...
Hmmmm, this one's so tricky, you can't even see it on the attachment - I'll try it againhttp://files.engineering.com/getfile.aspx?folder=fd506e94-e23f-4402-a0b7-35249eec1b57&file=Canopy_&_Stage.pdf
OK all you structural analysis & design experts....I have the joy of analyzing & designing a stage / canopy that looks like a fine piece of oragami (see attached)
Any suggestions on how to approach this one?
You should pre-calculate the expected failure mode for your beam if possible....if it is a ductile failure mode (flexural), go ahead and take it up to 90% ultimate, or whatever the proof load is, but if it is expected to be a brittle failure mode (in shear for example) I wouldn't take it right...
cooperDBM - nice catch, I guess I am so used to always designing fully prestressed beams that I don't think of a cracked, or partially p/s beam (Class C).
